4*

Water-Supply and Irrigation Paper No. 174 Series P, Hydrographic Progress Reports, 50

DEPARTMENT OF THE INTERIOR UNITED STATES GEOLOGICAL SURVEY CHARLES D. WALCOTT, DIRECTOR

RETURN TO THE BOOKCASES & FILES c THE HYDRO-COMPUTING SECTION, WATL RESOURqg^RQpgiji UNITED STATES GEOLOGICAL SURVEY, WASHINGTON, D.C

PROGRESS OF STREAM MEASUREMENTS

THE CALENDAR YEAR 1905

PREPARED UNDER THE DIRECTION OF F. H. NEWELL

PART X, Western Gulf of Mexico and Rio Grande Drainages BY T. U. TAYLOR and JOHN C. HOYT

WASHINGTON GOVERNMENT PRINTING OFFICE 1906 CONTENTS.

Introduction...... __...... _...._...... _... 1 Organization and scope of work ...... 1 Definitions...... ^...... 3 Explanation of tables...... 4 Convenient equivalents...... 5 Field methods of measuring stream flow ...... 6 Office methods of computing run-off...... 10 Cooperation and acknowledgments ...... 12 Sabine River drainage basin...... 13 Description of basin ...... 13 Sabine River near Longview, Tex...... 13 Neches River at Evadale, Tex...... 15 Trinity River drainage basin ...... 17 Description of basin ...... 17 Trinity River at Riverside, Tex ...... 17 Brazos River drainage basin...... 19 Description of basin ...... 19 Brazos River at Waco, Tex ...... '...... *...... 19 Brazos River at Richmond, Tex...... 21 Colorado River (of Texas) drainage basin...... 24 Description of basin ...._._...... ____ ...... 24 Colorado River at Austin, Tex ...... 24 Colorado River at Columbus, Tex ...... 27 San Saba River near San Saba, Tex...... 29 Bartons Springs near Austin, Tex...... 30 Guadalupe River drainage basin...... 31 Description of basin ...... 31 Guadalupe River near Cuero, Tex...... 31 Comal River at New Braunfels, Tex...... 33 San Antonio River drainage basin ...... 34 Description of basin ...... 34 San Antonio River at San Antonio, Tex...... 34 Nueces River drainage basin ...... 35 Description of basin ...... 35 Leona River at Uvalde, Tex ...... 35 Rio Grande drainage basin...... 35 Description of basin ...... 35 Rio Grande near Del Norte, Colo...... 36 Rio Grande near Lobatos, Colo ...... 39 Rio Grande near San Ildefonso, N. Mex ...... -...-..-.'.--.-- 41 Rio Grande near San Marcial, N. Mex...... 43 Rio Grande near El Paso, Tex...... 49 Rio Grande above Presidio, Tex...... 54 in IV CONTENTS.

Rio Grande drainage basin Continued. Page. Rio Conchos near Ojinaga, Mexico ...... 58 Rio Grande below Presidio, Tex ...... 58 Rio Grande near Langtry, Tex ...... i...... 63 Rio Grande below mouth of Devils River, Tex ...... 67 Rio Grande at Eagle Pass, Tex...... 71 Rio Grande near Laredo, Tex...... 76 Rio Grande near Roma, Tex...... 78 Rio Grande near Brownsville, Tex ...... 81 Rio Salada near Guerrero, Tamaulipas, Mexico...... 84 Rio San Juan near Santa Rosalia ranch, Tamaulipas, Mexico...... 87 Conejos River near Mogote, Colo...... 90 Pecos River at Santa Rosa, N. Mex...... "...... -... 93 Pecos River near Fort Sumner, N. Mex...... 95 Pecos River near Roswell, N. Mex ...... 97 Pecos River near Dayton, N. Mex...... 99 Pecos River at Carlsbad, N. Mex.._...... _...... -...... 102 Pecos River and Margueretta flume near Pecos, Tex...... 105 Pecos River near Moorhead, Tex...... 110 Gallinas River near Las Vegas, N. Mex...... 115 Hondo River at Roswell, N. Mex...... -.-...-.,...... ---.-...... 117 Hondo River at Hondo reservoir site, N. Mex...... 118 Taylor-Moore ditch near Roswell, N. Mex ...... 120 Penasco River near Dayton, N. Mex...... 121 Devils River at Devils River, Tex...... 123 San Felipe Creek at Del Rio, Tex...... 127 Las Moras Creek near Brackettville, Tex...... -'...... 127

ILLUSTRATIONS.

Page. PLATE I. Map showing location of principal gaging stations in the United States. 2 FIG. 1. Cable station, showing section of the river, car, gage, etc...... ----. 7 2. Discharge, mean-velocity, and area curves for South Fork of Skykomish River near Index, Wash...... -.-.....-.-.-.. 11 PROGRESS REPORT OF STREAM MEASUREMENTS FOR THE CALENDAR YEAR 1905. PART X.

By T. U. TAYLOR and JOHN C. HOYT.

INTRODUCTION.

ORGANIZATION AND SCOPE OF WORK. The hydrographic work of the United States Geological Survey includes the col­ lection of facts concerning and the study of conditions affecting the behavior of water from the time it reaches the earth as rain or snow until it joins the oceans or great navigable rivers. These investigations became a distinct feature of the work of the Survey in the fall of 1888, when an instruction camp was established at Embudo, N. Mex. The first specific appropriation for gaging streams was made by the act of August 18, 1894, which contained an item of $12,500 "for gauging the streams and determining the water supply of the United States, including the investigation of underground currents and artesian wells in the arid and semiarid sections." (28 Stat. L., p. 398.) Since that time the appropriations have been gradually increased, as shown by the following table:

Annual appropriations for hydrographic surveys for the fiscal years ending June 8.0, 1895 to 1906. 1895...... $12,500 1901...... $100,000 1896...... 20.000 1902...... 100,000 1897...... 50,000 1903...... 200,000 1898...... 50,000 1904...... 200,000 1899...... 50,000 1905...... 200,000 1900...... 50,000 1906...... 200,000 As a result of the increased appropriations the work has been greatly extended, and at the same time it has been more thoroughly systemized by the adoption of standard methods and by grouping the States into districts, in. each of which a dis­ trict hydrographer and a corps of assistants carry on a comprehensive study of the hydrographic resources. The chief features of the hydrographic work are the collection of data relating to the flow of the surface waters and the study of the conditions affecting this flow. Information is also collected concerning river profiles, duration and magnitude of floods, water power, etc., which may be of use in hydrographic studies. This work includes the study of the hydrography of every important river basin in the United States, and is of direct value in the commercial and agricultural development of the country. In order to collect the material from which estimates of daily flow are made, gaging stations are established. The selection of a site for a gaging station and the length of time it is maintained depend largely on the physical features and the needs of each locality. If the water is to be used for power, special effort is made to obtain 2 STREAM MEASUREMENTS IN 1905, PART X. information concerning the minimum flow; if water is to be stored; the maximum flow receives special attention. In all sections of the country permanent gaging stations are maintained for general statistical purposes to show the conditions exist­ ing through long periods. They are also used as primary stations, and their records, in connection with short series of measurements, serve as bases for estimating the flow at other points in the drainage basin. During the calendar year 1905 the Division of Hydrography has continued meas­ uring the flow of streams on the same general lines as in previous years. Many new and improved methods have been introduced by which the accuracy and value of the results have been increased. Approximately 800 regular gaging stations were maintained during the year, and an exceptionally large number of miscellaneous measurements and special investigations were made. The Report of Progress of Stream Measurements, which contains the results of this work, is published in a series of fourteen Water-Supply and Irrigation Papers, Nos. 165-to 178, as follows: No. 165. Atlantic coast of New England drainage. No. 166. Hudson, Passaic, Raritan, and Delaware river drainages. No. 167. Susquehanna, Gunpowder, Patapsco, Potomac, James, Roanoke, and Yadkin river drainages. No. 168. Santee, Savannah, Ogeechee, and Altamaha rivers, and eastern Gulf of Mexico drainages. No. 169. Ohio and lower eastern Mississippi river drainages. No. 170. Great Lakes and St. Lawrence River drainages. No. 171. Hudson Bay, and upper eastern and western Mississippi River drainages. No. 172. Missouri River drainage. No. 173. Meramec, Arkansas, Red, and lower western Mississippi river drainages. No. 174. Western Gulf of Mexico, 'and Rio Grande drainages. No. 175. Colorado River drainage. No. 176. The Great Basin drainage. No. 177. The Great Basin and Pacific Ocean drainages in California. No. 178. Columbia River and Puget Sound drainages. These papers embody the data collected at the regular gaging stations, the results of the computations based on the observations, and such other information as may have a direct bearing on the study of the subject and include, as far as practicable, descriptions of the basins and the streams draining them. For the purpose of introducing uniformity into the reports for the various years the drainages of the United States have been divided into eleven grand divisions, which have been again divided into secondary divisions, as shown in the following list. The Progress Report has been made to conform to this arrangement, each part containing the data for one or more of the secondary divisions. The secondary divisions have, in most cases, been redivided, and the facts have been arranged, as far as practicable, geographically.

List of drainage basins in the United States.

NORTHERN ATLANTIC DRAINAGE BASINS. St. Johns. Thames. St. Croix. Housatonic. Penobscot. Hudson. Kenifebec. Passaic. Androscoggin. Raritan. t Presumpscot. Delaware. Saco. Susquehanna. Merrimac. Potomac. Connecticut. Minor Chesapeake Bay. Blackstone. Minor northern Atlantic.

SOUTHERN ATLANTIC DRAINAGE BASINS. James. Great Pedee (Yadkin). Chowan. Santee. Roanoke. Savannah. Tar. Ogeechee. Neuse. Altamaha. Cape Fear. Minor southern Atlantic. U. 8. GEOLOGICAL SURVEY WATER-SUPPLY PAPER NO. 174 PL. I

127° 125° 123° 121° 119° 117° 115° 113° 111° 109° 107° 105" 103° 101 91 89U 87° S5 S3 81" 79 77" 75 73" 71 69" 67°

119° 117° 115 113° 111° 109° 107° 105° TO3 1fll° 99C 97 95 83 81 79 71

MAP OF THE UNITED STATES, SHOWING LOCATION OF PRINCIPAL RIVER STATIONS MAINTAINED DURING 1905. DKAINAGE BASINS. 3

EASTERN GULP OP MEXICO DRAINAGE BASINS. Suwanee. Pearl. Apalachicola. Minor eastern Gulf of Mexico. Mobile. EASTERN MISSISSIPPI RIVER DRAINAGE BASINS. Lower eastern Mississippi. Upper eastern Mississippi. Ohio. ST. LAWRENCE RIVER DRAINAGE BASINS. Lake Superior. Niagara River. Lake Michigan. Lake Ontario. Lake Huron. Lake Champlain (Richelieu River). Lake St. Clair. Minor St. Lawrence. Lake Erie. WESTERN MISSISSIPPI RIVER DRAINAGE BASINS. Upper western Mississippi. Lower western Mississippi. Missouri. Arkansas. Meramec. Red.

WESTERN GULF OF MEXICO DRAINAGE BASINS. Sabine. Guadalupe. Neches. . San Antonio. Trinity. Nueces. Brazos. Rio Grande. Colorado (of Texas). Minor western Gulf of Mexico.

COLORADO RIVER DRAINAGE BASIN.

THE GREAT BASIN. Wasatch Mountains. Sierra Nevada. Humboldt. Minor streams in Great Basin.

PACIFIC COAST DRAINAGE BASINS. Southern Pacific. Columbia. San Francisco Bay. Puget Sound. Northern Pacific. HUDSON BAY DRAINAGE BASINS.

DEFINITIONS. The volume of water flowing in a stream "the run-off" or "discharge" is expressed in various terms, each of which has become associated with a certain class of work. These terms may be divided into two groups: (1).Those which represent a rate of flow, as second-feet, gallons per minute, miner's inch, and run-off in second- feet per square mile; and (2) those which represent the actual quantity of water, as run-off in depth in inches and acre-feet. They may be denned as follows: "Second-foot" is an abbreviation for cubic foot per second, and is the rate of dis­ charge of water flowing in a stream 1 foot wide and 1 foot deep, at a rate of 1 foot per second. It is generally used as a fundamental unit from which others are computed. "Gallons per minute" is generally used in connection with pumping and city water supply. The "miner's inch" is the rate of discharge of water passing through an orifice 1 inch square under a head which varies locally. It has been commonly used by miners and irrigators throughout the West, and is defined by statute in each State in which it is used. "Second-feet per square mile" is applied to the average number of cubic feet of water flowing per second from each square mile of area drained, on the assumption that the run-off is distributed uniformly both as regards time and area. "Run-off in inches" is the depth to which the drainage area would be covered if all the water flowing from it in a given period were conserved and uniformly dis­ tributed on th^ surface. It is used for comparing run-off with rainfall, which is usually expressed inr depth in inches. 4 STREAM MEASUREMENTS IN 1905, PART X.

"Acre-foot" is equivalent to 43,560 cubic feet, and is the quantity required to cover an acre to the depth of 1 foot. It is commonly used in connection with storage for irrigation work. There is a convenient relation between the second-foot, and the acre-foot. One second-foot flowing for twenty-four hours will deliver 86,400 cubic feet or approximately 2 acre-feet.

EXPLANATION OF TABLES.

For each regular gaging station are given, as far as available, the following data: 1. Description of station. 2. List of discharge measurements. 3. Gage-height table. 4. Rating table. 5. Table of estimated monthly and yearly discharges and run-off, based on all the facts obtained to date. The descriptions of stations give such general information about the locality and equipment as would enable the reader to find and use the station. They also give, as far as possible, a complete history of all the changes since the establishment of the station that would be factors in using the data collected. The discharge-measurement table gives the results of the discharge measurements made during the year, including {he date, the name of the hydrographer, the gage height, the area of cross section, the mean velocity, and the discharge in second-feet. The table of daily gage heights gives the daily fluctuations of the surface of the river as found from the mean of the gage readings taken each day. The gage height given in the table represents the elevation of the surface of the water above the zero of the gage. At most stations the gage is read in the morning and in the evening. The rating table gives discharges in second-feet corresponding to each stage of the river as given by the gage heights. In the table of estimated monthly discharge the column headed "Maximum" gives the mean flow for the day when the mean gage height was highest; this is the flow as given in the rating table for that mean gage height. As the gage height is the mean for the day there might have been short periods when the water was higher and the corresponding discharge larger than given in this column. Likewise in the column of "Minimum" the quantity given is the mean flow for the day when the mean gage height was lowest. The column headed " Mean " is the average flow for each second during the month. On this are based the computations for the three remaining columns, which are defined above. In the computations for the tables of this report the following general and special rules have been used: Fundamental rules for computation, 1. The highest degree of precision consistent with the rational use of time and money is imperative. 2. All items of computation should be expressed by at least two and not more than four significant figures. 3. Any measurement in a vertical velocity, mean velocity, or discharge curve whose per cent of error is five times the average per cent of error of all the other measurements should be rejected. 4. In reducing the number of significant figures, or the number of decimal places, by dropping the last figure, the following rules apply: (a) When the figure in the place to be rejected is less than 5, drop it without changing the preced­ ing figure. Example: 1,827.4 becomes 1,827. (b) When the figure in the place to be rejected is greater than 6, drop it and increase the preced­ ing figure by 1. Example: 1,827.6 becomes 1,828. (c) When the figure in the place to be rejected is 5, and it is preceded by an even figure, drop the 5. Example. 1,828.5 becomes 1,828. (d) When the figure in the place to be rejected is 5, and it is preceded by an odd figure, drop the 5 and increase the preceding figure by 1. Example: 1,827.5 becomes 1,828. Special rules for computation. 1. Rating tables are to be constructed as close as the data upon which they are based will warrant No decimals are to be used when the discharge is over 50 second-feet. * CONVENIENT EQUIVALENTS. 5

2. Daily discharges shall be applied directly to the gage heights as they are tabulated. 3. Monthly means are to be carried out to one decimal place when the quantities are below 100 second-feet. Between 100 and 10,000 second-feet, the last figure in the monthly mean shall be a sig­ nificant figure. This also applies to the yearly mean. 4. Second-feet per square mile and depth in inches for the individual months shall be carried out to at least three significant figures, except in the case of decimals where the first significant figure is preceded by one or more naughts (0), when the quantity shall be carried out to two significant figures. Example: 1.25; .125; .012; .0012. The yearly means for these quantities are always to be expressed in three significant figures and at least two decimal places.

CONVENIENT EQUIVALENTS. 1 second-foot equals 50 California miner's inches. 1 second-foot equals 38.4 Colorado miner's inches. 1 second-foot equals 40 Arizona miner's inches. 1 second-foot equals 7.48 United States gallons per second; equals 448.8 gallons per minute; equals 646,272 gallons for one day. 1 second-foot equals 6.23 British imperial gallons per second. 1 second-foot for one year covers one square mile 1.131 feet deep, 13.572 inches deep. 1 second-foot for one year eqnals 0.000214 cubic mile; equals 31,536,000 cubic feet. 1 second-foot equals about 1 acre-inch per hour. 1 second-foot falling 10 feet equals 1.136 horsepower. 100 California miner's inches equal 15 United States gallons per second. 100 California miner's inches equal 77 Colorado miner's inches. 100 California miner's inches for one day equal 4 acre-feet. 100 Colorado miner's inches equal 2.60 second-feet. 100 Colorado miner's inches equal 19.5 United States gallons per second. 100 Colorado miner's inches equal 130 California miner's inches. 100 Colorado miner's inches for one day equal 5.2 acre-feet. 100 United States gallons per minute equal 0.223 second-foot. 100 United States gallons per minute for one day equal 0.44 acre-foot. 1,000,000 United States gallons per day equal 1.55 second-feet. 1,000,000 United States gallons equal 3.07 acre-feet. 1,000,000 cubic feet equal 22.95 acre-feet. 1 acre-foot equals 325,850 gallons. 1 inch deep on 1 square mile equals 2,323,200 cubic feet. 1 inch deeptm 1 square mile equals 0.0737 second-foot per year. 1 inch equals 2.54 centimeters. 1 foot equals 0.3048 meter. 1 yard equals 0.9144 meter. 1 mile equals 1.60935 kilometers. 1 mile equals 1,760 yards; equals 5,280 feet; equals 63,360 inches. 1 square yard equals 0.836 square meter. 1 acre equals 0.4047 hectare. 1 acre equals 43,560 square feet; equals 4,840 square yards. 1 acre equals 209 feet square, nearly. 1 square mile equals 259 hectares. 1 square mile equals 2.59 square kilometers. 1 cubic foot equals 0.0283 cubic meter. 1 cubic foot equals 7.48 gallons; equals 0.804 bushel. 1 cubic foot of water weighs 62.5 pounds. 1 cubic yard equals 0.7646 cubic meter. 1 cubic mile equals 147,198,000,000 cubic feet. 1 cubic mile equals 4,667 second-feet for one year. 1 gallon equals 3.7854 liters. 1 gallon equals 8.36 pounds of water. 1 gallon equals 231 cubic inches (liquid measure). 1 pound equals 0.4536 kilogram. 1 avoirdupois pound equals 7,000 grains. 1 troy pound equals 5,760 grams. 1 meter equals 39.37 inches. Log. 1.5951654. 1 meter equals 3.280833 feet. Log. 0.5159842. 1 meter equals 1.093611 yards. Log, 0.0388629. 1 kilometer equals 3,281 feet; equals five-eights mile, nearly. 1 square meter equals 10.764 square feet; equals 1.196 square yards. 1 hectare equals 2.471 acres. 1'cubic meter equals 35.314 cubic feet; equals 1.308 cubic yards. 1 liter equals 1.0567 quarts. 6 STKEAM MEASUREMENTS IN 1905, PAKT X.

1 gram equals 15.43 grains. 1 kilogram equals 2.2046 pounds. 1 tonneau equals 2,204.6 pounds. 1 foot per second equals 1.097 kilometers per hour. 1 foot per second equals 0.68 mile per hour. 1 cubic meter per minute equals 0.5886 second-foot. 1 atmosphere equals 15 pounds per square inch; equals 1 ton per square foot; equals 1 kilogram per square centimeter. Acceleration of gravity equals 32.16 feet per second every second. 1 horsepower equals 550 foot-pounds per second. 1 horsepower equals 76 kilogram-meters per second. 1 horsepower equals 746 watts. 1 horsepower equals 1 second-foot falling 8.8 feet. 1£ horsepowers equal about 1 kilowatt. . ' , ... Sec.-ft. x fall in feet , . To calculate waterpower quickly: ;r= = net horsepower on water wheel, realizing 80 per cent of the theoretical power. Quick formula for computing discharge over weirs: Cubic feet per minute equals 0.4025Z yhs; 1= length of weir in inches; A=head in inches flowing over weir, measured from surface of still water. To change miles to inches on map: Scale 1:125000, 1 mile=0.50688 inch. Scale 1:900(0, 1 mile =0.70400 inch. Scale 1:62500, 1 mile=1.01376 inches. Scale 1:45000, 1 mile=1.40800 inches.

FIELD METHODS OP MEASURING STREAM FLOW. The methods used in collecting these data and in preparing them for publication are given in detail in Water-Supply Papers No. 94 (Hydrographic Manual, U. S. Geol. Survey) and No. 95 (Accuracy of Stream Measurements). In order that those who use this report may readily become acquainted with the general methods employed, the following brief description is given: Streams may be divided, with respect to their physical conditions, into three classes (1) those with permanent beds; (2) those with beds which change only during extreme low or high water; (3) those with constantly shifting beds. In estimating the daily flow, special methods are necessary for each class. The data on which these estimates are based and the methods of collecting them are, however, in general, the same. There are three distinct methods of determining the flow of open-channel streams (1) by measurements of slope and cross section and the use of Chezy's and Kutter's formulas; (2) by means of a weir; (3) by measurements of the velocity of the cur­ rent and the area of the cross section. The method chosen for any case depends on the local physical conditions, the degree of accuracy desired, the funds available, and the length of time that the record is to be continued. Slope method. Much information has been collected relative to the coefficients to be used in the Chezy formula, v=c\/fi s. This has been utilized by Kutter, both in developing his formula for c and in determining the values of the coefficient n which appears therein. The results obtained by the slope method are, in general, only roughly approximate, owing to the difficulty in obtaining accurate data and the uncertainty of the value for n to be used in Kutter's formula. The most common use of this method is in estimating the flood discharge of a stream when the only data available are the cross section, the slope as shown by marks along the bant, and a knowledge of the general conditions. Weir method. When funds are available and the conditions are such that sharp- crested weirs can be erected, these offer the best facilities for determining flow. If dams are suitably situated and constructed, they may be utilized for obtaining reli­ able estimates of flow. The conditions necessary to insure good results may be divided into two classes (1) those relating to the physical characteristics of the dam itself, and (2) those relating to the diversion and use of water around and through the dam. METHODS OF MEASURING STREAM FLOW. 7

The physical requirements are as follows: (a) Sufficient height of dam, so that backwater will not interfere with free fall over it; (6) absence of leaks of appreciable magnitude; (c) topography or abutments which confine the flow over the dam at high stages; (d) level crests, which are kept free from obstructions caused by floating logs or ice; (e) crests of a type for which the coefficients to be us,ed in Q=cb h%, or some similar standard weir formula, are known (see Water-Supply Paper No. 150); (/) either no flashboards or exceptional care in reducing leaking through them and in recording their condition. Preferably there should be no diversion of water through or around the dam. Generally, however, the dam is built for purposes of power or navigation, and part or all of the water flowing past it is diverted for such uses. This water is measured and added to that passing over the dam. To insure accuracy in such estimates the amount of water diverted should be reasonably constant. Furthermore, it should be so diverted that it can be measured, either by a weir, a current meter, or a simple system of water wheels which are of standard make, or which have been rated as meters under working conditions and so installed that the gate openings, the heads under which they work, and their angular velocities may be accurately observed. The combination of physical conditions and uses of the water should be such that the estimates of flow will not involve, for a critical stage of considerable duration, the use of a head, on a broad-crested dam, of less than 6 inches. Moreover, when all other conditions are good, the cooperation of the owners or operators of the plant is still essential if reliable results are to be obtained.

' FIG. 1. Cable station, showing section of river, car, gage, etc.

A gaging station at a weir or dam has the general advantage of continuity .of rec­ ord through the periods of ice and floods and the disadvantages of uncertainty of coefficient" to be used in the weir formula and of complications in the diversion and use of the water. Velocity method. The determination of the quantity of water flowing past a certain section of a stream at a given time is termed a discharge measurement. This quan­ tity is the product of two factors the mean velocity and the area of the cross section. The mean velocity is a function of surface slope, wetted perimeter, roughness of bed, and the channel conditions at, above, and below the gaging section. The area depends on the contour of the bed and the fluctuations of the surface. The two principal ways of measuring the velocity of a stream are by floats and current meters. Great care is taken in the selection and equipment of gaging stations for determin­ ing discharge by velocity measurements in order that the data may have the required degree of accuracy. Their essential requirements are practically the same whether the velocity is determined by meters or floats. They are located, as far as possible, where the channel is straight both above and below the gaging section; where there are no cross currents, backwater, or boils; where the bed of the stream is reasonably 8 -STEEAM MEASUREMENTS IN 1905, PART X. free from large projections of a permanent character, and where the banks are high and subject to overflow only at flood stages. The station must be so far removed from the effects of tributary streams and dams or other artificial obstructions that the gage height shall be an index of the discharge. Certain permanent or semipermanent structures, usually referred to as " equip­ ment," are generally pertinent to a gaging station. These are a gage fur determining the fluctuations of the water surface, bench marks to which the datum of the gage is referred, permanent marks on a bridge or a tagged line indicating the points of measurement, and, where the current is swift, some appliance (generally a secondary cable) to hold the meter in position in the water. As a rule; the stations are located at bridges if the channel conditions are satisfactory, as from them the observations can more readily be made and the cost of the equipment is small. The floats in common use are the surface, subsurface, and tube or rod floats. A corked bottle with a flag in the top and weighted at the bottom makes one of the most satisfactory surface floats, as it is affected but little by wind. In case of flood meas­ urements, good results can be obtained by observing the velocity of floating cakes of ice or debris. In case of all surface float measurements, coefficients must be used to reduce the observed velocity to the mean velocity. The subsurface and tube or rod floats are intended to give directly the mean velocity in the vertical. Tubes give excellent results when the channel conditions are good, as in canals. In measuring velocity by a float, observation is made of the time taken by the float to pass over the "run," a selected stretch of river from 50 to 200 feet long. In each discharge measurement a large number of velocity determinations are made at different points across the stream, and from these observations the mean velocity for the whole section is determined. This may be done by plotting the mean posi­ tions of the floats as indicated by the distances from the bank as ordinates and the corresponding times as abscissas. A curve through these points shows the mean time of run at any point across the stream, and the mean time for the whole stream is obtained by dividing the area bounded by this curve and its axis by the width. The length of the run divided by the mean time gives the mean velocity. The area used in float measurements is the mean of the areas at the two ends of the run and at several intermediate sections. The essential parts of the current meters in use are a wheel of some type, so con­ structed that the impact of flowing water causes it to revolve, and a device for record­ ing or indicating the number of revolutions. The relation between the velocity of the moving water and the revolutions of the wheel is determined for each meter. This rating is done by drawing the meter through still water for a given distance at different speeds and noting the number of revolutions for each run. From these data a rating table is prepared, which gives the velocity per second for any number of revolutions. Many kinds of current meters have been constructed. They may, however, be classed in two general types those in which the wheel is made up of a series of cups, as the Price, and those having a screw-propeller wheel, as the Haskell. Each meter has been developed for use under some special condition. In the case of the small Price meter, which has been largely developed and extensively used by the United States Geological Survey, an attempt has been made to get an instrument which could be used under practically all conditions. Current-meter measurements may be made from a bridge, cable, boat, or by wading, and gaging stations may be classified in accordance with such use. Fig. 1 shows a typical cable station. In making the measurement an arbitrary number of points are laid off on a line perpendicular to the thread of the stream. The points at which the velocity and depth are observed are known as measuring points and are usually fixed at regular intervals, varying from 2 to 20 feet, depending on the size and condition of the METHODS OF MEASURING STREAM FLOW. 9 stream. Perpendiculars dropped from the measuring points divide the gaging sec­ tion into strips. For each strip or pair of strips the mean velocity, area, and dis­ charge are determined independently, so that conditions existing in one part of the stream .may not be extended to parts where they do not apply. Three classes of methods of measuring velocity with current meters are in general use multiple point, single point, and integration. The ihtee principal multiple-point methods in general use are the vertical velocity curve, 0.2 and 0.8 depth, and top, bottom, and mid depth. In the vertical velocity-curve method a series of velocity determinations are made in each vertical at regular intervals, usually from 0.5 to 1 foot apart. By plotting these velocities as abscissas and their depths as ordinates, and drawing a smooth curve among the resulting points, the vertical velocity curve is developed. This curve shows graphically the magnitude and changes in velocity from the surface to the bottom of the stream. The mean velocity in the vertical is then obtained by dividing the area bounded by this velocity curve and its axis by the depth. On account of the length of time required to make a complete measurement by this method, its use is limited to the determination of coefficients for purposes of comparison and to measurements under ice. In the second multiple-point method the meter is held successively at 0.2 and 0.8 of the depth and the mean of the velocities at these two points is taken as the mean velocity for that vertical. On the assumption that the vertical velocity curve is a common parabola, with horizontal axis, the mean of the velocities at 0.22 and 0.79 of the depth will give (closely) the mean velocity in the vertical. Actual observa­ tions under a wide range of conditions show that this second multiple-point method gives the mean velocity very closely for open-water conditions where the depth is over 5 feet and the bed comparatively smooth, and moreover the indications are that it will hold nearly as well for ice-covered rivers. In the third multiple-point method the meter is held at mid depth, at 0.5 foot below the surface, and at 0.5 foot above the bottom, and the mean velocity is deter­ mined by dividing by 6 the sum of the top velocity, four times the mid depth velocity, and the bottom velocity. This method may be modified by observing at 0.2, 0.6, and 0.8 depth. The single-point method consists in holding the meter either at the depth of the thread of mean velocity or at an arbitrary depth for which the coefficient for reduc­ ing to mean velocity has been determined. Extensive experiments by vertical velocity curves show that the thread of mean velocity generally occurs at from 0.5 to 0.7 of the total depth. In general practice the thread of mean velocity is considered to be at 0.6 depth, at which point the meter is held in a majority of the measurements. A. large number of vertical velocity- curve measurements taken on many streams and under varying conditions show that the average coefficient for reducing the velocity obtained at 0.6 depth to mean velocity is practically unity. In the other principal single-point method the meter is held near the surface, usually 1 foot below, or low enough to be out of the effect of the wind or other dis­ turbing influences. This is known as the subsurface method. The coefficient for reducing the velocity taken at the subsurface to the mean has been found to be from 0.85 to 0.95, depending on the stage, velocity, and channel conditions. The higher the stage the larger the coefficient. This method is specially adapted for flood measurements, or when the velocity is so great that the meter can not be kept at 0.6 depth. The vertical-integration method consists in moving the meter at a slow, uniform speed from the surface to the bottom and back again to the surface, and noting the number of revolutions and the.time taken in the operation. This method has the advantage that the velocity at each point of the vertical is measured twice. It is well adapted for measurements under ice and as a check on the point methods. 10 STREAM MEASUREMENTS IN 1905, PART X.

The area, which is the other factor in the velocity method of determining the dis­ charge of a stream, depends on the stage of the river, which is observed on the gage, and on the generarl contour of the bed of the stream, which is determined by sound­ ings. The soundings are usually taken at each measuring point at the time of the discharge measurement, either by using the meter and cable or by a special sound­ ing line or rod. For streams with permanent beds standard cross sections are usually taken during low water. These sections serve to check the soundings which are taken at the time of the measurements, and from them ai)y change which may have taken place in the bed of the stream can be detected. They are also of value in obtaining the area for use in computations of high-water measurements, as accurate soundings are hard to obtain at high stages. In computing the discharge measurements from the observed velocities and depths at various points of measurement, the measuring section is divided into elementary strips, as shown in fig. 1, and the mean velocity, area, and discharge are determined separately for either a single or a double strip. The total discharge and the area are the sums of those for the various strips, and the mean velocity is obtained by divid­ ing the total discharge by the total area. The determination of the flow of an ice-covered stream is difficult, owing to diver­ sity and instability of conditions during the winter period, and also to lack of definite information in regard to the laws of flow of water under ice. The method now employed is to make frequent discharge measurements during the frozen periods by the vertical velocity-curve method and to keep an accurate record of the conditions, such as the gage height to the surface of the water as it rises in a hole cut in the ice, the thickness and character of the ice, etc. From these data an approximate estimate of the daily flow can be made by con­ structing a rating curve (really a series of curves) similar to that used for open chan­ nels, but considering in addition to gage heights and discharge, varying thickness of ice. Such data as are available in regard to this subject are published in Water Sup­ ply Paper No. 146, pp. 141-148.

' OFFICE METHODS OF COMPUTING RUN-OFF. There are two principal methods of estimating run-off, depending on whether or not the bed of the stream is permanent. For stations on streams with permanent beds the first step in computing the run­ off is the construction of the rating table, which shows the discharge corresponding to any .stage of the stream. This rating table is applied to the record of stage to determine the amount of water flowing. The construction of the rating table depends on the method used in measuring flow. For a station at a weir or dam the basis for the rating table is some standard weir formula. The coefficients to be used in its application depend on the type of dam and other conditions near its crest. After inserting in the weir formula the meas­ ured length of crest and assumed coefficient, the discharge is computed for various heads, and the rating table constructed. The data necessary for the construction of a rating table for a velocity-area station are the results of the discharge measurements, which include the record of stage of the river at the time of measurement, the area of the cross section, the mean velocity of the current, and the quantity of water flowing. A thorough knowledge of the conditions at and in the vicinity of the station is also necessary. The construction of the rating table depends on the following laws of flow for open, permanent channels: (1) The discharge will remain constant so long as the condi­ tions at or near the gaging station remain constant. (2) The discharge will be the same whenever the stream is at a given stage if the change of slope, due to the rise and fall of the stream, be neglected. (3) The discharge is a function of and increases gradually with the stage. METHODS OF COMPUTING BUN-OFF. 11

The plotting of results of the various discharge measurements, using gage heights as ordinates and discharge, mean velocity, and area as abscissas, will define curves which show the discharge, mean velocity, and area corresponding to any gage height. For the development of these curves there should be, therefore, a sufficient number of discharge measurements to cover the range of the stage of the stream. Fig. 2 shows a typical rating curve with its corresponding mean velocity and area curves. As the discharge is the product of two factors, the area and the mean velocity, any change in either factor will produce a corresponding change in the discharge. Their curves are therefore constructed in order to study each independently of the other. The area curve can be definitely determined from accurate soundings extending to the limits of high water. It is always concave toward the horizontal axis or on a straight line, unless the banks of the stream are overhanging. The form of the mean velocity-curve depends chiefly on the surface slope, the roughness of the bed, and the cross section of the stream. Of these, the slope is the principal factor. In accordance with the relative changes of these factors the curve may be either a straight line, convex, or concave toward either axis, or a combina­ tion of the three. From a careful study of the conditions at anv sra^in"; station the

MEAN VELOCITY. AR !A ANB

'KOMISH RIVER! AR INDEX W, SH

SUREME TTS IN

FEET 6

VELOCITY IN FEET PER S.ECONO i O 600 1000 2000 3000 4000 5000 6000 7000 8000 DISCHARGE IN SECOND-FEET FIG. 2. Discharge, mean-velocity, and area curves for South Fork of Skykomish River near Index, Wash. form which the vertical velocity-curve will take can be predicted, and it may be extended with reasonable certainty to stages beyond the limits of actual measure­ ments. Its principal use is in connection with the area curve in locating errors in discharge measurements and in constructing the rating table. The discharge curve is defined primarily by the measurements of discharge, which are studied and weighted in accordance with the local conditions existing at the time of each measurement. The curve may, however, best be located between and beyond the measurements by means of curves of area and mean velocity. The dis­ charge curve under normal conditions is concave toward the horizontal axis and is generally parabolic in form. In the preparation of the rating table the discharge for each tenth or half tenth on the gage is taken from the curve. The differences between successive discharges are then taken and adjusted according to the law that they shall either be constant or increasing. The determination of daily discharge of streams with changeable beds is a difficult problem. In case there is a weir or dam available, a condition which seldom exists 12 STREAM MEASUKEMEKTS IK 1905, PART X. on streams of this class, estimates can be obtained by its use. In case of velocity- area stations frequent discharge measurements must be made if the estimates are to be other than rough approximations. For stations with beds which shift slowly or are materially changed only during floods, rating tables can be prepared for periods between such changes and satisfactory results obtained with a limited number of measurements, provided that some of them are taken soon after the charge occurs. For streams with continually shifting beds, such as the Colorado and Eio Grande, dis­ charge measurements should be made every two or three days, and the discharges for intervening days obtained either by interpolation modified by gage height or by Professor Stout's method, which has been described in full in the Nineteenth Annual Report of the United States Geological Survey, Part IV, page 323, and in Engineer­ ing News of April 21, 1904. This method or a graphical application of it is also much used in estimating flow at stations where the bed shifts but slowly.

COOPERATION AND ACKNOWLEDGMENTS.

Most of the measurements presented in this paper have been obtained through local hydrographers. Acknowledgment is extended to other persons and corpora­ tions who have assisted these hydrographers or have cooperated in any way, either by furnishing records of the height of water»or by assisting in transportation. The following list, arranged alphabetically by States, gives the names of the hydrographers and others who have assisted in furnishing and preparing the data contained in this report: Colorado. District and resident hydrographer, M. C. Hinderlider,a assisted by R. I. Meeker, Wm. A. Lamb, A. A. Weiland, Melvin Beeson, Thomas E. Brick, and F. L. Meeker. Acknowledgments are due the Colorado and Southern, Burlington and Missouri River, Union Pacific, and Chicago, Bur­ lington and Quincy railroads for free transportation for hydrographers over their lines, also to the Denver Union Water Company for the free use of their reservoir for a rating station. Louisiana. District hydrographer, Thomas U. Taylor.6 New Mexico.c The hydrographic work in the northern portion of this territory was carried on under the direction of M. C. Hinderlider, district hydrographer, assisted as follows: The work in the north central portion was in charge of R. I. Meeker, while the work in the northwestern portion was in charge of O. H. Timmerman. For many favors and courtesies in the form of free a

a Office of district hydrographer for Colorado, Kansas, Nebraska, northern New Mexico, and Wyoming, Chamber of Commerce Building, Denver, Colo. bOffice of the district hydrographer for Texas, Arkansas, and Louisiana, Austin, Tex. c District hydrographer for southern and eastern New Mexico, southern Oklahoma, and southern Indian Territory, J. M. Giles, Carlsbad, N. Mex. STEEAM MEASUREMENTS IN 1905, PAET X. 13

SABINE RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN. Sabine Eiver has its headwaters in Collin and Hunt counties, Tex., flows in a southeasterly direction to the State line, -then south, forming the boundary between Texas and Louisiana, and empties into Sabine Lake, an arm of the Gulf, near Orange, Tex. The small tributaries in eastern Texas support many small water mills, and the Sabine itself is navigable for several hundred miles. The drainage area of the Sabine in Texas above Orange is 7,500 square miles and its total drainage area above Orange in Louisiana and Texas is 10,400 square miles.

SABINE RIVER NEAR LONGVIEW, TEX.

This station was established January 1, 1904, by Thomas U. Taylor. It is located at the bridge of the International and Great Northern Eailroad, about 3 miles south­ west of Longview Junction, Tex. The channel is straight for 150 feet above and 400 feet below the station. The cur­ rent is sluggish. The right bank is low and cleared along the right of way of the railroad. The left bank is high and composed in its lower half of sandstone; it is cleared above and wooded below the station. The bed of the stream is rocky and fairly permanent. Old piles left from the false work used in erecting the bridge give trouble in making measurements at low water. Discharge measurements are made from the bridge. The initial point for sound­ ings is the east face of the west abutment. A standard chain gage is attached to the guard rail of the bridge. During 1905 the gage was read twice each day by John Wadsack. Bench marks were established as follows: (1) The top of abutment, northeast corner, marked "U. S. G. S. 42.08 B. M."; elevation, 42.08 feet. (2) The top of an iron rod buried in a vertical posi­ tion in the yard of the bridge watchman, 6 feet from the southeast corner of his house, 3 feet from the second post east of the gate, and 8 inches from the wire fence; elevation, 47.00 feet. (3) The top of tie at the gage; elevation, 45.00 feet. Eleva­ tions refer to the datum of the gage. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 99, p 322; 132, pp. 19-20. Discharge: 99, p 322; 132, p 20. Discharge, monthly: 132, p 23. Gage heights: 132, p 21. Rating table: 132, p 22. Discharge measurements of Sabine River near Longview, Tex., in 1905.

Area of Mean ve­ Gage Dis­ Date. Hydrographer. sedtion. locity. height. charge.

Square Feet per Second- feet. second. Feet. feet. July 9...... 3.08 30.1 11, 270 July 10...... do...... 4,150 3.67 32.6 15, 240 July 11...... do...... 3.85 33.4 16, 630

IKB 174 06- 14 STREAM MEASOKEMENTS IN 1995, PAKT X.

Daily gage height, in feet, of ftabine River near Long view, Tex.,for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 8.0 7.65 16.15 17.65 28.9 32.4 24.9 25.95 7.1 7.4 12.3 9.8 7.5 7.65 15.3 18.5 30.2 31.7 23.35 26.15 7.1 7.4 11.2 10.8 7.25 7.7 13. 75 23.85 31.85 31.15 21.75 26.4 7.1 7.3 10.3 10.8 7.15 7.8 11.65 32.6 30.55 22.15 26.5 7.0 7.3 9.4 10.7 7.1 " C 10.1 24.35 32.55 29.55 24.15 26.35 6.95 7.3 9.0 11.5 6...... 7.0 7.8 23.35 32.2 28.5 25.2 25,65 6.9 7.2 9.3 12.6 7.0 8.25 32.15 26.75 26.6 23.65 6.9 7.2 9.5 13.0 6.9 10.05 9.35 21.05 32.55 24.1 28.1 19.45 G.9 7.1 9.8 13.3 g 6.95 11.75 33.0 20.6 29.95 15.0 7.0 7.0 10.2 13.3 10...... 7.0 12.55 32.8 11.4 7.0 6.9 10.9 12.9 11...... 7.45 14.* 11.6 33.4 10.3 6.9 6.9 11.7 12.0 12...... 9.3 12.1 14.2 22.95 34.3 9.8 33.15 9.9 6.8 6.8 12.9 11.0 1 '} 11.4 IK IK 90 OR 33.25 Q fi 9.25 6.8 6.8 14.2 12.5 11...... 11.15 10.8 34.1 9.45 32.2 8.95 6.9 6.8 15.3 15.0 15...... 10.8 10.6 24.85 33. 45 9.3 31.7 8.55 6.9 6.8 16.4 16.4 16...... 10.25 10.75 33.1 9.4 31. 25 8.35 6.9 6.7 17.1 17.8 17...... 9.4 11.05 17.4 93 45 33.6 9.25 31.1 8.15 6.9 6.9 17.7 19.4 18...... 9.0 11.3 on d-?\ 9.05 31.1 7.95 6.8 7.1 18.2 21.3 27.8 2] 95 9.7 31.15 7.8 6.9 7.2 18.7 25.6 20...... 9.35 17.15 34 9 10.5 30.7 7.7 7.05 7.9 18.9 28.2 21...... 9.3 17 7K 07 1 K 24.15 10.2 30.25 7.55 7.55 9.1 18.6 28.4 22...... 8.95 17.05 24.15 34.05 11.15 7.4 8.05 10.6 17.0 29.4 23...... 8.45 16.35 26. 25 23.85 33.55 16.0 29.4 7.4 7.95 11.9 14.0 30.0 24...... 8.05 16.0 25.0 33 4 13.85 7.3 7.7 12.1 11.1 33.6 25...... 7.8 16 9 9Q f\ 13.7 7.25 7.95 11.7 9.7 33.8 26...... 16.05 15.05 26.1 7.25 7.95 10.2 9.3 33.6 27...... 7.55 19 4 27.5 34.7 21.6 25.5 7.1 7.8 9,5 9.1 33.2 28...... 7.5 16.1 27.5 34.65 27.15 25.05 7.1 7.7 10.1 9.0 32.8 29...... 7.4 17.2 34.25 26.95 25.0 7.05 7.6 11.9 8.9 32.3 30...... 7.7 28. 15, 33.65 26.15 25.25 7.0 7.45 13.2 8.9 31.8 31...... 7.65 18.55 33.05 25.55 7.0 13.4 30.4 Station rating table for Sabine River near Longview, Tex.,from January 1 to December 31, 1905. Gage Gage Gage Gage height. Discharge.' height. Discharge. height. Discharge. height. Discharge. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 6.00 44 7.90 300 9.80 660 13.40 1,461 6.10 53 8.00 317 9.90 680 13.60 1,509 6.20 63 8.10 335 10.00 700 13.80 1,557 6.30 74 8.20 353 10.20 742 14.00 1,605 6.40 85 8.30 371 10.40 784 14.20 1,653 6.50 97 8.4t 389 . ' 10. 60 826 14.40 1,701 6.60 109 8.50 407 10.80 869 14.60 1,750 6.70 122 8.60 426 11.00 913 14.80 1,800 6.80 135 8.70 445 11.20 957 15.00 1,850 6.90 148 8.80 464 11.40 1,001 16.50 1, 975 7.00 162 8.90 483 11.60 1,045 16.00 2,103 7.10 176 9.00 502 11.80 1,090 16.50 2,233 7.20 190 9.10 521 12.00 1,136 . 17.00 2,366 7.30 205 9.20 540 12.20 1,182 18.00 2,640 7.40 220 9.30 560 12.40 1,228 19.00 2,933 7.50 236 9.40 580 12.60 1,274 20.00 3,310 7.60 251 9.50 600 12. 80 1,320 21.00 3,746 7.70 267 9.60 620 13.00 1,366 22.00 4,230 7.80 283 9.70 640 13.20 1,413 The above table is based on 23 discharge measurements made during 1904 and 3 made during 1905. It is well denned between gage heights 6 feet and 22 feet. Above 22 feet the discharge is only approximate. Below 19 feet the table is the same as for 1904, 8ABINE RIVER BASIN. 15

-Estimated monthly discharge of Sabine River near Longview, Tex., for 1905. [Drainage area, 2,900 square miles.]

Discharge in second-feet. Kun-off. konth. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches.

1,001 148 385 23,670 0.133 0.153 2,570 259 1,251 69, 480 .431 .449 8,490 512 3,134 192,700 1.08 1.24 8,865 2,542 5,511 327,900 1.90 2.12 19,480 9,735 16,640 1,023,000 5.74 6.62 14,980 512 4,470 . 266,000 1.54 1.72 July...... 16,680 4,106 9,777 601, 200 3.37 3.88 7,316 162 1,934 118, 900 .667 .769 326 135 195 11,600 .067 .075 1,461 122 461 28,350 .159 .183 2,907 483 1,332 81,900 .459 .512 17,360 660 6,388 392,800 2.20 2.54

19,480 122 4,290 3,138,000 1.48 20.26

NECHES RIVER AT EVADALE, TEX.

A gaging station was established on Neches River at Evadale July 1, 1904, by Thomas U. Taylor. It is located at the bridge of the Gulf, Beaumont and Kansas City Railway. The clear span or water way under each arm of the draw span is 50 feet, and the bridge continues each way on trestles. The left bank is high, whence the name of the railroad station, Fords Bluff, but the right or west bank is low and the trestle work continues about half a mile from the river channel. Discharge measurements are made from the bridge at ordinary and high stages. At low water the current is very sluggish, and discharge measurements are made at shoals above or below the station. Gage readings are made by reading down from the top of the tie to the water sur­ face by means of a tape. The zero of the gage is 40.00 feet below the top of the tie in the west arm of the draw span of the bridge. During 1905 the gage was read by W. H. Whittemore. A description of this station and gage height and discharge data are contained in Water-Supply Paper No. 132 of the United States Geological Survey, pages 23-24.

Discharge measurements of Neches River at Evadale, Tex. , in 1905.

J . \ Gage Dis­ Date. Hydrographer. height. charge.

Feet. Sec.-feet. 13,730 March 29...... do...... 22.1 14,240 June 24 ...... 15.2 3,389 Julys...... do...... 18.1 7,130 16 STKEAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Neches River at Evadale, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 19 2 19 4 21.5 22 1 11.1 7.9 8.6 14.7 2 1 Q 9 16.6 I Q 0 21 3 21.1 21 9 1°. J 18.2 7.9 8.6 14.1 3...... 19 0 17.2 19 2 21.1 01 0 21.7 170 17.6 7.8 8.7 13.3 4...... 18.5 17.0 19 1 21.1 91 *> 21.7 17.5 17.1 7.8 8.8 13.6 5...... 18.0 16.5 19 0 21.6 17.2 16.9 10.0 7.8 9.2 14.1 6...... 17.8 16.0 -1 Q 0 91 Q 21.5 17.3 IRQ 9 6 7.8 9.6 14.1 7...... 17.8 16.0 1 o. 7 91 Q 91 Q 17.5 17.1 1ft O 7.8 10.0 14.1 17 9 16.6 22 0 91 ft 17 9 11.8 7.8 11.4 14.2 -107 g 17 9 17.0 22 3 21.7 19 0 n o 12.8 14.3 17 9 17 3 -iq o 22.5 21 7 20.0 19 4 -1 Q 0 10.6 7.7 13.9 14.0 11...... 17.8 17.7 19 6 22 6 21.7 19 2 19 7 19 2 10.0 7.7 15.1 14.0 12...... 17.7 19 1 21.8 18.1 20.0 19 2 9 4 7.6 16.0 14.1 13...... 17.5 18.5 19 4 22.5 21 9 17.2 19 2 9 1 7.6 16.9 14.5 14...... 17.3 19 0 19 7 22.3 16.8 19 1 9 0 7.5 17.2 14.8 15...... 17.5 19 6 19 9 22.0 16.1 20 9 -1 Q Q 9 0 7.4 18.0 15.2 16...... 17.2 19.3 19.7 21.7 22.1 15.7 21.1 18.5 9.1 7.5 18.0 16.6 17...... 17.5 19.3 19.6 21.5 22.2 15.4 21.4 17.8 . 8.7 7.5 17.9 16.8 18...... 16.7 19 0 19 6 99 ^ ico 21.6 8.5 7.4 17.9 17.0 19...... 1 PL Q 1 8 fi 19 9 21.1 14 9 21.7 16.1 8.5 7.4 17.7 17! 1 20...... 1 ^ (\ 18.4 21 0 22 9 14.5 21 9 15.4 Q ^ 7.4 17.5 17.2 21...... 14.7 18.4 20 9 00 1 14.0 91 <} 14.7 8.5 7.2 17.6 17.2 22...... 19 0 9f\ 8 ori /» 13.4 21.6 14.1 8.4 7.2 17.6 18.0 14.3 19 4 IQ 7 21.4 13.6 8.4 7.2 17.7 18.4 24...... 14.1 19 6 no j? 14.6 21.2 -10 -i 8.4 7.0 17.5 18.6 25...... 19 5 91 ^ 23 5 17 9 91 1 -i 9 K 7.0 17.4 19.1 26...... -10' 7 19 7 21.5 -10 K 20.7 11 9 8.3 7.3 17.1 19.7 27...... 1 Q fi 1Q 7 20 3 23 1 -10 7 °0 4 11.4 c t) 7.6 16.7 19.9 28...... 13.6 19 6 21.7 20 3 19 1 0 1 7 Q 16.1 20.1 29...... 13.4 21.8 20.4 22.7 19.3 19.9 10.6 8.0 8.0 15.7 19.3 30...... 13.1 21.8 20.8 22.5 19.1 19.2 10.8 7.9 8.3 15.2 19.8 31...... 15.0 21.6 22.4. 19.5 11.4 8.6 20.0

Station rating table for Neches River at Evadale, Tex., from July 1, 1904, to December 31, 1905.

Gage Gage Gage Gage Discharge. height. Discharge. height. Discharge. height. Discharge. height. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 5.00 180 6.70 429 8.80 854 12.00 1,800 5.10 . 191 6.80 447 9.00 900 12.50 2,010 5.20 202 6.90 465 9.20 948 13.00 2,248 5.30 214 7.00 484 9.40 997 13.50 2,508 5.40 226 7.10 503 9.60 1,047 ' 14.00 2,790 5.50 239 7.20 522 ' 9.80 1,098 14.50 3,110 5.60 252 7.30 541 10.00 1,150 15.00 3,480 5.70 266 7.40 560 10.20 1,204 15. 50 3,890 5.80 280 7.50 580 10.40 1,260 16.00 4,350 5.90 295 7.60 600 10.60 1,318 17.00 5,410 6.00 310 7.70 620 10.80 1,378 18.00 6,660 6.10 326 7.80 640 11.00 ' 1,442 19.00 8, 270 6.20 342 7.90 660 11.20 1,509 20.00 10, 100 6.30 359 8.00 680 11.40 1,578 21.00 12, 090 6.40 376 8.20 722 11.60 1,650 22. 00 14,300 6.50 393 8.40 765 11.80 1,724 23.00 16, 750 6.60 411 8.60 809 The above table is based on seven discharge measurements made during 1904-5. It is fair] y well defined between gage heights 5.6 feet and 22 feet. Above 22 feet the discharge is approximate. TRINITY E1VEE BASIN. 1*7

Estimated monthly discharge of Neches River at Evadale, Tex., for 1904 «wd 1905. [Drainage area, 8,200 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches.

1904. July ...... 1,232 503 1,027 63, 150 0.125 0.144 1,922 411 879 54, 050 .107 .123 640 326 463 27, 550 .056 .062 503 202 291 17,890 .035 .040 266 202 209 12, 440 .025 .028 7,590 280 1,043 64, 130 .127 .146

1905. 8,620 2, 298 5,090 313,000 .621 .716 9, 530 4,350 7,171 398,300 .875 .911 13, 840 6,960 10, 210 627, 800 1.25 1.44 April...... 15, 750 10, 670 12, 870 765, 800 1.57 1.75 18,300 12,090 15, 070 926, 600 1.84 2.12 14, 540 2,454 7,865 468, 000 .959 1.07 July...... 14, 070 5,640 10, 180 625, 900 1.24 1.43 8,800 1,318 5,127 315,200 .625 .721 1,724 660 986 58,670 .120 .134 809 484 606 37, 260 .074 .085 6,660 809 4,217 250,900 .514 .574 10, 290 2,402 5,312 326, 600 .648 .747

18,300 484 7,059 5, 114, 000 .861 11.70

TRINITY RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN. Trinity Eiver rises in a network of small streams in the counties of Montague, Jack, Wise, Denton, and Parker, Tex., but their combined flow above Dallas is not sufficient to keep the bottom or bed of the stream rnoist in dry times. Below Dallas the Trinity flows through a wooded country, and consequently it is not subject to sudden floods with their quick run-offs.

TRINITY RIVER AT RIVERSIDE, TEX. " A gaging station was established on Trinity River at Riverside, Tex., in December, 1902, by Thomas U. Taylor. It is located at the bridge of the International and Great Northern Railroad. The channel is straight for 300 feet above and 1,000 feet below the bridge. The current is sluggish at low and swift at high stages. The right bank is high and rocky. The left bank is lower than the right, a trestle being used to measure the overflow at flood stages. The bed of the stream consists of tough mud or clay. Discharge measurements are made from the railroad bridge. The initial point for soundings is the north face of the south abutment for the south channel. For the north channel the north face of the pier is the initial point. During 1905 the gage was read by G. W. Higdon. The zerq of the gage is 66.00 feet below the top of the ties (or base of rail) in the north arm of the draw span of the International and Great Northern Railroad bridge. The elevation of the top of the pivot pier above gage datum is 56.50 feet, and that of the top of the channel of the lower chord of the arms of the draw span of the bridge is 62.90 feet. According 18 STREAM MEASUREMENTS IN 1905, PART X. to the survey of the United States Army engineers the elevation of the top of the tie with reference to mean low tide of the gulf is 148.70 feet. Information in regard to this station is contained in the following "Water-Supply Papers of thejdnited States Geological Survey: Description: 84* pp 142-143; 99, pp 322-323; 132, p 25. Discharge: 84, p 143; 99, p 323; 132, p 26. Discharge, monthly: 99, p 325; 132, p 28. Gage heights: 99, pp 323-324; 132, p 26. Eating table: 99, p 324; 132, p 27. Discharge measurements of Trinity River at Riverside, Tex., in 1905.

Gage Dis­ Date. Hydrographer. height. charge.

Second- Feet. feet. July 4...... T. U. Taylor ...... 37.6 24,660 July 4...... do...... 37.0 23,800 July5...... do...... 35.8 21,420 .....do...... 34.8 20,490 July6...... H. H. Fox ...... 32.7 18, 970 July7...... do...... 31.5 17,890 JulyS...... do...... 30.2 17,320

Daily gage height, in feet, of Trinity River at Riverside, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 10.4 9.2 17.9 28.5 42.5 49.1 45.7 34.4 10.4 8.5 11.5 11.2 2...... 9.5 9.5 15.4 25.6 43.1 48.6 44.0 34.4 10.1 8.4 11,2 12.0 3...... 9.1 9.5 12.7 29.2 42.9 48.0 41.6 34.3 9.3 8.3 10.5 12.2 4...... 8.9 9.4 11.4 29.2 41.4 47.4 38.5 33.7 9.1 8.3 10.3 11.9 5...... 8.8 9.4 10.7 29.0 39.4 46.9 35.8 33.7 8.9 8.2 10.2 11.5 8.6 9.4 10.2 28.6 37.7 46.4 33.5 32.2 8.9 8.1 10.3 11.1 8.5 9.7 10.0 27.5 36.3 46.1 31.8 31.9 8.9 8.1 11.1 12.5 8...... 8.4 10.7 10.0 26.6 35.8 45.9 30.3 31.4 8.8 8.0 12.3 12.7 g 8.4 13.2 22.8 36.4 45.9 32.4 30.9 8.7 8.0 12.6 12.4 10...... 8.4 15.4 38.0 45.9 34.3 29.9 8.7 10.0 17.5 11.7 11...... 8.3 13.3 38.6 45.8 35.2 28.5 8.6 13.0 17.6 11.0 9.5 14.0 23.3 39.0 45.6 35.7 26.3 8.5 13.5 17.9 10.5 13...... 11.7 14.3 20.1 27.2 39.6 45.0 35.5 18.7 8.5 12.9 17.7 10.5 14...... 11.4 15.0 18.8 27.7 40.6 44.2 34.5 14.0' 8.4 11.9 17.3 12.8 15...... 10.6- 15.1 19.4 27.8 43.3 43.6 33.7 11.9 8.4 10.7 17.9 17.2 16...... 9.9 14.5 20.0 27.8 46.6 41.8 32.7 11.4 8.4 10.0 17.7 18.6 17...... 13.6 20.0 48.5 38.0 31.9 11.2 8.3 9.4 19.4 20.0 18...... 11 9 12.5 27.4 49.8 29.7 31.0 11.2 8.3 9.0 19.5 20.5 19 15.7 27.0 27.2 50.0 19.7 31.0 11.0 8.2 8.9 19.7 22.5 20...... 19 7 19 7 27.3 26.7 52.4 15.7 29.5 10.5 8.7 9.2 19.6 26.7 21...... 11 9 19 4 9g 1 25.4 48 9 14.0 32.1 10.3 9.0 13.5 19.4 29.8 22...... 10.9 19.9 29.2 22.1 48.0 16.4 29.0* 10.0 9.0 14.1 18.7 31.9 23...... 10.2 18.9 27.5 18.3 47.1 18.8 29.2 10.0 9.2 13.8 17.1 32.5 9.7 18.0 26.7 17.4 46.2 18.8 30.0 10.0 9.2 14.0 15.7 32.3 25...... 8.7 18.0 46.5 18.1 30.1 9 7 9.7 14.7 15.7 31.8 9.1 18.5 QC A 46.6 18.8 30.5 9 7 9.8 14.2 14.7 31.5 27...... 9.0 18.8 28.2 37.7 47.7 37.7 30.5 9.5 9.5 13.2 14.1 31.5 28...... '...... 8.9 29.0 36.3 48.9 44.8 31.0 8.4 9.3 12.2 13.6 32.0 29...... 8.8 32.1 QJ O 47.7 47.0 33.8 8.3 9.0 12.4 12.6 32.3 30...... 8.8 ...... 31.1 40.6 49.9 46.8 34.1 8.3 8.7 12.2 11.8 32.7 31...... 8.8 30.3 48.7 34.1 10.6 12.5 33.6 BRAZOS RIVER BASttSf. 19

Estimated monthly discharge of Trinity River at Riverside, Tex., for 1905. [Drainage area, 16,000 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches.

2,779 441 1,108 68, 130 0.069 0.080 8,081 761 4,064 225, 700 .254 .204 18, 580 1,150 9,716 597,400 .607 .700 26, 730 6,138 15, 310 911, 000 .957 1.07 38,500 22, 020 30, 260 1,861,000 1.89 2.18 35, 200 3,630 24, 180 1,439,000 1.51 1.68 July...... 31,800 15, 780 20, 070 1,234,000 1.25 1.44 20, 680 441 8,136 500, 300 .508 .586 1,375 413 682 40, 580 .043 .048 4,127 360 1,848 113, 600 .116 .134 7,923 1,261 4,613 274, 500 .288 .321 ' 19,9.50 1,433 9,270 570,000 .579 .668 38, 500 360 10, 770 7,835,000 .673 9.17

NOTE. Above estimates subject to large error for low and medium stages owing to the inconsistent data on which the rating table was based.

BRAZOS RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN. This river has its source in the Staked Plains region of western Texas and has a general southeasterly course, emptying into the Gulf of Mexico south of the mouth of Trinity Eiver. Its drainage basin is entirely within the State of Texas.

BRAZOS RIVER AT WACO, TEX. This station was established September 14, 1898, by Thomas U. Taylor. It is located at the suspension bridge on Bridge street, Waco, Tex. The channel is straight for 1,000 feet above and 300 feet below the station. There is a good current at all stages. The right bank is composed of limestone and does not overflow. The left bank is high, but overflows during floods. The bed of the stream is composed of sand, free from vegetation, and slightly shifting. A single- span trass bridge crosses the river at an angle of 76° about 300 feet above the suspension bridge. Discharge measurements are made from the suspension bridge. The initial point for soundings is the edge of the right abutment. An inclined gage in three sections is located on the left bank under the bridge. During 1905 the gage was read twice each day by W. J. Cassaday. Bench marks were established as follows: (1) The top of the water table on the top of the south pier of the abutment of the suspension bridge, about 3 inches above the floor, marked "U. S. G. S. B. M."; elevation, 44.33 feet above the datum of the gage. (2) United States Coast and Geodetic Survey bolt in the side of Patton's feed store; elevation, 55.60 feet above the datum of the gage and 413.18 feet above mean low tide. (3) The floor of the truss bridge above the suspension bridge, at the foot of the down­ stream batter brace on the Waco side; elevation, 45.40 feet a,bove the datum of the

Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 28, p 118; 37, p 272; 50, p 333; 66, p 58-59; 84, pp 143-144; 99, pp 325-326; 132, pp 28-29. Discharge: 28, p 129; 37, p 272; 50, p 334; 66, p 59; 84, pp 144-145; 99, p 327; 132, p 30. Discharge, monthly: 75, pp 150-151; 84, p 146; 99, p 328; 132, p 31. Gage heights: 28, p 121; 37, p 273; 50, p 334; 66, p 59; 84, p 145; 99, p 327; 132, p 30. Eating tables: 66, p 173; 84, p 146; 99, p 328; 132, p 31. 20 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Brazos River at Waco, Tex., in 1905.

Area of Mean ve­ Gage Dis­ Date. Hydrographer. Width. section. locity. height. charge.

flquare Feet per Second- Feet. feet. second. Feet. feet. 450 11, 350 7.75 29.0 88, 000 May2...... H. H. Fox...... 450 4, 055 4.02 12.5 16, 320 .....do...... 450 3,540 3.78 11.4 13, 400 .....do...... 450 4,6CO 4.22 13.9 19,680 May3...... do...... 440 2,800 3.40 9.7 9,520 May 3...... do...... 445 3,100 3.51 10.4 10,880 .....do...... 440 2,390 3.26 8.8 7,780 May8...... do...... 480 10, 420 7.11 26.7 74, 110 May 9...... do...... 460 6,820 5.59 18.8 38,090 May 9 .....do...... 450 5,210 4.44 15.3 23, 140 380 1,140 3.00 6.1 3,418 .....do...... 380 2.78 5.5 2,673 .....do...... 380 888 2.62 5.4 2,322 -A.usn.st 19 .....do...... 380 524 3.9 866 August 26...... do...... 305 386 1.53 3.5 591

a Float measurement.

Daily gage height, in feet, of Brazos River at Waco, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 2.5 2.8 3.2 4.8 25.0 7.1 7.1 6.9 3.1 3.35 3.05 3.15 2...... 2.5 2.8 3.2 10.35 12.9 6.9 6.55 6.7 3.1 3.15 3.0 3.2 3...... :.. 95 2.75 3.2 11.6 10.5 6.65 6.3 6.55 3.1 3.0 2.9 3.15 4...... 2.5 2.7 3.15 8.7 9.3 6.0 6.75 6.4 3.0 4.8 2.85 3.1 5...... 2.5 2.7 3.1 7.7 9.1 5.75 6.55 6.05 3.1 5.9 2.8 3.0 6.7' 6...... 2.5 2.7 3.1 7.35 13.15 5.35 6.0 3.0 4.9 2.8 2.95 7...... 2.5 2.7 3.3 7.05 10.7 4.9 9.2 7.1 3.0 4.55 2.8 2.85 8...... 2.5 3.75 6.65 14.1 4.8 7 95 7.6 3.0 9 "/H 2.8 9...... 2.5 2.85 4.5 6.55 15.0 4.7 7.3 7.1 3.0 4.25 3.65 2.8 10...... 2.5 3.5 4.15 6.4 5.2 4.65 6.9 6.55 2.95 4.65 4.15 2.8 11...... 2.55 3.3 4.0 5.9 9.35 4.55 6.5 5.75 2.9 4.4 3.95 2.8 5.3 q q 3.75 K j?K 11.0 4.4 7.7 5 7P. 3.0 4.6 3 ftP. 2 85 13...... 4.55 3.2 3.65 5.3 17.45 4.3 7.4 5.5 8.1 4.3 5.0 4.1 14...... 3.25 3.1 3. 55 5.9 28.6 4.25 7.65 5.0 8.95 4.1 4.5 5.1 15...... 2.9 2.95 3.6 4 55 iq K 7.4 4.75 7 S 3.95 4.95 16...... 2.65 3.5 4 45 4 9 6.55 4.6 6.6 3.75 4.3 17...... 3.1 3.0 5.65 4.25 11.7 4.75 6.45 4.35 6.3 3.55 4.15 4.2 18...... 3.2 3.6 8.15 10.5 4.55 6.1 3.4 3.85 4.25 19...... 3.1 4.85 6.3 4.1 9.3 4.65 5.55 3.75 6.3 5.35 3.65 4.95 20...... q A 6.1 4.1 8 j? 4.8 4 9 F. 1 X 7 P;P» 3.5 5.45 21...... 3.0 7 OF; 1 (\?\ 7.S 7.6 4.7 6.65 6.6 3 A£t K -1 22...... 2.95 3.75 5.5 4.0 13.8 8.8 4.35 5 AX q qp: 4 55 23...... 2.9 3.55 5.1 4.0 7 qp; 4.7 4.0 4.5 r P.FL 3 q 4.15 24...... 2.9 3.4 A OF, 14.2 16. 15 o OF, 4.5 3 9 4.3 5.1 3.4 4.0 25...... 2.9 3.25

Station rating table for Brazos River at Iffaco, Tex., from January 1 to December SI, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 2.00 62 3.70 820 5.80 2, 955 9.50 9,200 2.10 82 3.80 900 6.00 3,220 10.00 10, 260 2.20 104 3.90 980 " 6.20 3,490 10.50 11,360 2.30 128 4.00 1,065 6.40 3,770 11.00 12, 510 2.40 145 4.10 1, 150 6.60 4,055 11.50 13, 700 2.50 184 4.20 1, 235 6.80 4,345 12.00 14,900 2.60 215 4.30 1,320 7.00 4,645 12.50 16, 150 2.70 248 4.40 1,410 7.20 4,955 13.00 17,450 2.80 284 4.50 1,500 7.40 5,275 13. 50 IS, 800 2.90 323 4.60 1,595 7.60 5, 605 14.00 20, 200 3.00 365 4.70 1,695 7.80 5,945 14.50 21,660 3JO 410 4.80 1, 795 8.00 6,300 15.00 23, 180 3.20 460 4.90 1,900 8.20 6,660 16.00 26, 400 3.30 520 5.00 2,005 8.40 7,030 17.00 29, 850 3.40 590 5.20 2,225 8.60 7,410 18.00 33,500 3.50 665 5.40 2,455 8.80 7,790 3.60 740 5.60 2,700 9.00 8,190

The above table is based on discharge measurements made during 1900 to 1905 and is well defined.

Estimated monthly discharge of Brazos River at Waco, Tex., for 1905. [Drainage area, 30,750 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maxinj^im. Minimum. Mean. acre-feet. per square Depth in mile. inches.

2,340 184 388 23 860 0.013 0.015 1,952 248 585 32, 490 .019 .020 6,570 410 1,642 101, 000 .053 .061 50, 400 1,065 7,347 437, 200 .239 .267 85,500 2,225 18, 280 1, 124, 000 .594 .685 16, 280 1,277 3,898 231, 900 .127 .142 30, 210 1,235 5,771 354, 800 .188 .217 5,605 410 2,276 139, 900 .074 .085 8,090 323 1,906 113, 400 .062 .069 5,522 365 1,561 95,980 .051 .059 2,005 '266 718 42, 720 .023 .026 December 2,515 284 931 57, 240 .030 .035 The year 85, 500 184 3,775 2,754,000 .123 1.68

BRAZOS RIVER AT RICHMOND, TEX. This station was established January 1, 1903, by Thomas U. Taylor. It is located at the bridge of the Southern Pacific Railroad. The channel is straight for 200 feet above and 900 feet below the station, and has a width of about 175 feet at low water, without piers, and about 500 feet at ordinary high water, broken by three piers. During very high floods the left bank overflows and the width of the stream is 900 feet. The bed of the stream is sandy except around the piers, where it is stony, and is slightly shifting. The current is obstructed somewhat by old piles. Above and at Waco the river rises rapidly, and when it gets above gage height 30 feet overflows the bottom lands below the town. When 22 STREAM MEASUREMENTS I1ST 1905, PART X. the floods spread out over the bottom lands, as they do from Waeo to Richmond, the river stays up longer in its lower stretches than it does in the upper sections, as the bottoms and the lowlands serve as storage reservoirs for the backwater and are drained slowly as the river recedes. Above Waeo the surface water rushes off into the stream more rapidly, and the river rises more suddenly and falls almost as sud­ denly. For this reason it is possible for the maximum discharge at Waeo to be greater than it is at Richmond. Discharge measurements are made from the bridge. The initial point for sound­ ings is the east face of the pier under the west end of the middle span. A standard chain gage is attached to the bridge; length of chain, 53.82 feet. Dur­ ing 1905 the gage was read once each day by J. E. Winston. Bench marks were established as follows: (1) The top of the tie at the downspout of the gage box in the central panel of the middle span on the downstream side of the bridge; eleva­ tion, 51.52 feet. (2) A point marked "R. F." on the southeast corner of the tie seat of west abutment; elevation, 51.11 feet. (3) The top of the north bolt in flange of hydrant at corner of Railroad and First streets, 6 inches below the top of the hydrant; elevation, 47.26 feet. (4) The top of the northeast corner of base stone of "Our Heroes" monument in the court-house square; elevation, 53.52 feet. Eleva­ tions refer to the datum of the gage. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 84, p 147; 99, p 329; 132, pp 32-33. Discharge: 84, p 147; 99, p 330; 132, p 33. Discharge, monthly: 99, p 332; 132, p 35. Gage heights: 99, pp 330-331; 132, p 33. Eating table: 99, p 331; 132, p 34.

Discharge measurements of Brazos River at Richmond, Tex., in 1905.

Gage Dis­ Date. Hydrographer. height. charge.

Second- Feet. feet. July 25...... T. U.Taylor...... 9.1 9,400 .....do...... 8.4 7,960 BRAZOS RIVER BASIN. 23

Daily gage height,, in feet, of Brazos River at Richmond, Tex.,for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

5.6' 1...... 2.5 6.1 10.1 28.1 18.1 19.5 13.6 3.4 3.1 3.4 3.1 2...... 3.2 6.0 5.4 9.9 28.2 18.1 19.1 10.3 3.3 3.0 3.2 3.0 3...... 4.1 5.8 4.8 9.2 28.3 15.1 18.9 9.3 3.4 3.0 3.3 3.0 4...... 2.9 5.6 3.6 15.9 30.2 14.0 17.4 8.4 3.4 4.9 3.2 3.1 5...... 2.7 5.1 6.0 18.1 31.9 13.8 17.1 7.8 3.6 2.5 3.2 3.2 6...... 2.6 6.1 9.7 17.1 33.0 13.6 15.6 7.8 3.0 2.5 3.3 3.2 7...... 2.3 5.9 10.1 15.0 32.9 13.5 15.2 6.2 2.6 2.5 3.4 3.3 8...... 2.6 6.0 9.5 13.2 32.2 11.8 14.8 6.3 2.6 2.5 3.6 3.3 9...... 3.1 6.1 8.8 12.0 11.5 14.5 6.35 2.6 2.6 3.5 10...... 3.1 6.0 11.9 11.7 32.1 11.0 14.3 6.5 2.6 2.8 3.8 3.3 11...... 3.1 6.1 11.4 11.1 31.1 11.0 14.3 6.7 2.6 3.2 4.0 3.2 12...... 3.1 5.6 10.9 10 9 31.0 9.9 14.2 7.0 2.6 3.4 4.1 3.3 -10 3.1 6.1 10.6 in ft q-i o 8.6 7.1 4.3 4.2 14...... 3.1 6.4 ?.6 10.6 31.5 9.1 14.0 6.0 4.8 3.2 4.2 3.4 15...... 3.1 7.7 10.1 8.6 14.0 5.1 5.7 3.2 4.3 3.5 '5.2 16...... 3.1 8.0 9 1 8.4 13.8 6.2 3.2 4.3 3.7 17...... 3.6 8.3 8.1 00 1 8.2 13.0 5.4 6.5 3.2 4.5 4.6 18...... 5.4 8.0 32.1 8.2 11.3 5.1 . 6.7 3.2 4.5 6.3 19 3 Q 9 8 31.6 8.2 11.1 4.9 7.0 3.2 4.3 8.0 20...... 3.8 10.1 17.1 5.0 8.3 10.8 4.7 6.3 3.1 4.2 8.4 21...... 3.5 9 1 2.8 8.2 9.7 4.0 4.3 3.1 4.0 8.4 22...... 3.0 9.3 15. 4 2.5 8.4 9.2 4.0 4.4 4.2 3.8 8.7 23...... 2.8 10.1 13 9 2.1 9.9 9.1 4.0 4.6 5.7 3.5 8.8 24...... 3.0 7.8 14 9 11.8 9.1 ' 4.0 5.3 6.3 3.6 8.0 25...... 3.0 7.1 '13.3 20.1 25.7 11.8 9.1 4.0 5.3 7.1 3.4 7.1 26...... 5.1 5.9 12.8 20.6 25.5 12.1 6.5 4.0 * 4.2 6.3 3.4 7.3 27...... 6.1 5.0 10.8 21.7 25.0 22.0 8.0 3.9 4.4 5.3 3.3 7.5 28...... 6.1 5.1 9 1 24.7 20.8 11.4 3.9 4.2 4.8 3.3 7.3 29...... 6.0 10.7 oq PL 20 9 13.7 3.8 4.2 4.5 3.3 30...... 13.4 OC I 18.3 19 9 14.3 3.4 4.3 3.1 31...... 6.1 11.7 18.1 14.4 3.4 4.0 6.4

Station rating table-for Brazos River at Richmond, Tex., from January 1, 1904, to Decem­ ber 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet, Feel. Second-feet. Feet. Second-feet. Feet. Second-feet. 1.50 820 3.00 1, 820 4.50 3,310 7.00 6,500 1.60 870 3.10 1,910 4.60 3,420 7.20 6,780 1.70 920 3.20 2, 000 4.70 3,530 7.40 7,060 1.80 980 3.30 2,090 4.80 3,640 7.60 7,350 1.90 1,040 3.40 2,180 4.90 3,760 7.80 7,650 2.00 1,100 3.50 2,270 5.00 3,880 8.00 7,950 2.10 1,160 3.60 2,370 5.20 4,120 8.50 8,700 2.20 1,220 3.70 2,470 5.40 4,360 9.00 9,480 2.30 1,290 3.80 2, 570 5.60 4,600 9.50 10, 280 2.40 1,360 3.90 2,670 5.80 4,860 10.00 11,120 2.50 1, 430 4.00 2,770 6.00 5,120 10.50 12, 020 2.60 1,500 4.10 2,870 6. 20 5, 380 11.00 13, 020 2.70 1,580 4.20 2,980 6.40 5,660 11.50 14, 120 2.80 1,660 4.30 3,090 6.60 5,940 12.00 15, 270 2.90 1,740 4.40 3,200 6.80 6,220 13.00 17,590

The above table is based on discharg-e measurements made during 1902-1905, and it is well denned. Above gage height 13 feet the rating curve is a tangent, the difference being 240 per tenth. Above 10 feet this table is the same as the 1903 table. STREAM MEASUREMENTS IN 1905, PART X.

Estimated monthly discharge of Brazos River at RicJimond, Tex., for 1905. [Drainage area, 44,000 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean, acre-feet. per square Depth in mile. inches.

5,250 1,290 2, 594 159, 500 0.059 0.068 12, 620 3,880 6,742 374, 400 .153 .159 27, 430 2,370 13, 380 822, 700 .304 .350 46, 630 1,160 17, 680 1,052,000 .402 .448 65, 590 29, 830 55, 690 3, 424, 000 1.27 1.46 39, 190 8, 250 17, 070 1,016,000 .388 .433 July...... 33, 190 5,800 18, 680 1,149,000 .425 .490 19, 030 2,180 5,290 325, 300 .120 .138 6,500 1,500 3,169 188, 600 .072 .080 6,640 1,430 2,665 163, 900 .061 .070 3,310 1,910 2, 498 148, 600 .057 .064 9,160 1,820 4,465 274, 500 .101 .116 65,590 1,160 12,490 9, 098, 000 .284 3.86

COLORADO RIVER (OF TEXAS) DRAINAGE BASIN.

DESCRIPTION OF BASIN. Colorado River rises in the extreme western portion of the State, within a few miles of the eastern boundary of New Mexico, and flows in a general southeasterly direc­ tion, emptying into the Gulf of Mexico in Matagorda County. The drainage area above Austin is 37,000 square miles and above Columbus 40,000 square miles, and it extends into the corner of New Mexico. Its main tributaries are the Concho, the San Saba, and the Llano. The Concho has a reliable flow and contributes a greater amount of water than the Colorado at their junction. The Concho furnishes water for irrigation and water power and supports in Irion and Tom Green counties some excellent irrigation systems, described in Water-Supply Paper No. 71. San Saba and Llano rivers are described in the game paper. The Colorado at Austin emerges from a canyon. From Austin to the Gulf it traverses a rather flat country, and its waters are utilized for many power plants; 60,000 acres of rice were sowed during the season of 1902 in the counties of Colorado, Wharton, and Matagorda, under canals that obtained their water from the Colorado.

COLORADO RIVER AT AUSTIN, TEX. This station was established December 21, 1897. It was originally located at the dam near Austin, Tex. On the failure of this dam the station was removed to the Congress Avenue Bridge, south of the city. The channel is straight for 400 feet above and below the station. The velocity is moderately rapid. Neither bank has overflowed since the dam was washed away. The bed of the stream is composed of sand and is slightly shifting. Discharge measurements are made by means of a cable and car 3 miles above Con­ gress Avenue Bridge, about one-eighth mile above the ruins of the Austin dam and power house. The cable has a span of about 730 feet, but the width of the river at low water is less than half this distance. Gage heights were first taken on the crest of the Austin dam August 13, 1895, and were continued from that date until the failure of the dam occurred in April, 1900. A staff gage consisting of upright posts driven into the bank of the river is located COLORADO RIVER (lEXAs) BASIN. 25 near the bath house about 150 feet above the bridge. For higher gage heights the first pier from the north has been marked up to 40.00 feet. A standard chain gage is attached to the bridge at the same datum. During 1905 the gage was read twice each day by W. Peterson. Bench marks were established as follows: (1) A United States Coast and Geodetic Survey copper bolt on the top of the west end of the south pier of Congress Avenue Bridge, 475 feetabove mean sea level and 48.00 feet above the datum of the gage. (2) A similar bolt in the southwest wall of the post- office at Austin, 508 feet above mean sea level; elevation, 81.00 feet above the datum of the gage. (3) On the first flange above the crib work of the north pier of the bridge, marked " U. S. G. S. B. M. 4.78"; elevation, 4.78 feet above gage datum and 431.78 feet above mean sea level. The low-water level at this point has been gradually falling for over a year. This has been caused by the erosion of the channel about 200 yards below the highway bridge. Under the highway bridge the water spreads out into a large pool, the outlet of which is through two contracted sections below, the main one of which being the one in which the erosion has taken place. The lowest level that the water has reached yet has been 0.70 foot by gage, but the corresponding discharge was no less than the minimum of 1902. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Aiinual Report; Bull=Bulletin; WS= Water-Supply Paper): Description: Bull 140, pp 82-83; WS 28, pp 118-119; 37, p 274; 50, pp 336-337; 66, p 64; 84, pp 149-150; 99, p 334; 132, p 36. Discharge: Ann 18, iv, p 110; Bull 140, p 83; WS 28, p 129; 37, p 274; 50, p 337; 66, p 64; 84, p 150; 99, p 335; 132, p 37. Discharge, monthly: WS 75, p 152; 84, p 152; 99, r 336: 132, p 39. Gage heights: WS 28, pp 122-124; 37, p 275; 50, p 338; 66, p 64; 84, p 151; 99, p 335; 132, p 38. Hydrograph: WS 75, p 152. Rating tables: WS 66, p 173; 84, p 151; 99, p 336; 132, p 39.

Discharge measurements of Colorado River at Austin, Tex., in 1905.

Gage Dis­ Date. Hydographer. height. charge.

Second- Feet. feet. July 15...... H. H. Pox...... 2.7 1,760 .....do...... 2.2 1,111 July21...... do...... 1.7 520 .....do...... 1.1 240 .....do...... 8 176 T. U. Taylor ...... 8 171 26 STREAM MEASUREMENTS IN 1905, PART X,,

Daily gage height, In feet, of Colorado River at Austin, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dee.

1...... 1.3 1.2 1.3 1.8 7.9 2.75 2.25 4.2 0.8 1.25 1.0 1.0 1.25 1.2 1.3 1.85 6.75 3.7 2.05 .85 1.15 1.1 1.0 Q 1.2 1.2 1.25 5.35 3.15 1.85 2.75 .8 1.1 1.1 1.0 1.2 1.2 1.2 5.5 4.55 2.9 2.0 2.6 .8 1,0 1.1 1.0 K 1.2 4.3 4.2 2.65 1.8 2.45 1.0 1.0 1.1 1.0 1.2 1.2 1.2 3.5 3.85 2.5 1.7 2.4 1.25 1.0 .95 1.0 7...... -.---- 5.1 3. 55 2.5 2.6 2.3 1.0 1.0 1.0 1.2 Q 71 3.35 2,35 3.3 2.15 .9 2.15 1.0 1.0 9...... 1.2 1.6 3.05 10.5 2.2 4.0 1.85 .8 2.95 1.25 1.0 10...... 1.2 1.2 1.5 2.75 7.85 2.1 4.65 1.55 .8 2.45 1.85 1.0 11...... 1.5 3.95 .85 2.4 1.0 1.2 1.6 4.95 1.9 3.6 1.8 .95 2.05 2.9 1.0 i ^ 1.2 1.6 1.65 3.9 1.8 3.25 1.65 .9 1.95 2.7 1.25 14...... 1.3 1.15 1.6 2.4 3.6 1.8 3.05 1.5 .8 1.75 2.25 1.15 15...... --.--- 1.3 1.25 1.6 '2.3 4.75 1.8 2.7 1.35 .8 1.55 1.95 1.0 1.25 1.15 1.75 2.15 7.6 2.2 2.4 1.3 .8 1.45 1.75 1.0 1.2 1.2 2.95 2.0 8.1 2.3 9 9 1.2 1.7 1.3 1.65 1.0 1.2 1.25 3.3 2.0 5.6 2.25 2.05 1.2 2.5 1.3 1.4 1.1 1.25 1.3 5.7 1.85 3.9 1.9 1.9 1.15 2.2 1.2 1.3 1.35 9Q 1.2 1.3 3.75 1.8 3.25 1.8 1.8 1.05 2.05 1.3 1.2 1.5 1 ^ 1.8 3.0 1.7 1.7 1.0 1.2 1.6 22...... 1.8 1.75 1.65 1.0 2.15 1.1 00 1 ^ j 1.3 1.57 29...... 1.1 7.65 3.5 1.8 .9 1.5 1.2 1.05 1.0 30...... 1.1 1.9 3.9 2.5 3.6 .9 1.4 1.2 1.0 1.3 31...... 1.1 1.9 3.35 5.95 .9 1.15 1.2

Station rating table for Colorado River at Austin, Tex., from January 1 to December SI, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 0.80 175 1.90 790 3.00 2,260 4.20 5,170 .90 195 2.00 885 3.10 2,450 4.40 5,810 220' 1.00 2.10 990 3.20 2, 650 4.60 6,510 1.10 250 2.20 1,105 3.30 2,860 4.80 7,270 1.20 290 2.30 1, 225 3.40 3,070 5.00 8,080 1.30 340 2.40 1,345 3.50 3,290 5.20 8,920 1.40 400 2.50 1,470 3.60 3,530 5.40 9,760 1.50 470 2.60 1,605 3.70 3,780 5.60 10, 600 1.60 540 2.70 1,750 3.80 4,040 5.80 11, 440 1.70 620 2.80 1,910 3.90 4,310 6.00 12, 280 1.80 700 2.90 2,080 4.00 4,580 6.20 13, 130

The above table is based on discharge measurements made during 1904-5. It is well denned between gage heights 0.8 foot and ti feet. Above gage height 6.1 feet the rating curve is a tangent, the difference being 430 per tenth. COLOEADO EIVER (TEXAS) BASIN. 27

Estimated monthly discharge of Colorado River.at Austin, Tex., for 1905. [Drainage area, 37,000 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre-Ieet. per square Depth in mile. inches.

340 250 293 18, 020 0. 0079 0. 0091 540 270 335 18,600 .0091 . 0095, 11, 020 290 1,461 89, 830 .039 . .045 51,190 620 6, 557 390, 200 .177 .198 31, G20 1,537 8,267 508, 300 .223 .257 3,780 620 1,404 83,540 .038 .042 July...... 12, 070 340 1,949 119, 800 .053 .061 5,170 175 775 47, 650 .021 .024 1,470 175 488 29, 040 .013 .014 2, 905 220 689 42, 360 .019 .022 2,080 207 505 30, 050 .014 .016 540 220 299 18, 380 .0081 .0093 51, 190 175 1,918 1, 396, 000 .052 .707

COLORADO RIVER AT COLUMBUS, TEX. This station was established in December, 1902, by Thomas U. Taylor. It is located at the highway bridge east of Columbus. The channel is straight for 200 feet above and 600 feet below the bridge, and has a width of 140 feet at low water, unobstructed by piers, and a width of 450 feet at ordinary high water, broken by two piers. At very high stages the left bank over­ flows for several hundred feet, but the water passes under the iron trestle approach to the bridge. The bed is composed of gravel and sand and is fairly permanent. Discharge measurements are made from the three-span highway bridge at which the gage is located. A gage is marked on the downstream side of the pier on the wTest side of the river. Gage datum is taken at 50 feet below the top of this pier, and the observer, W. E. Bridge, measures down from this point with a tagged chain and lead weight. Bench marks were established as follows: (1) The top of pier .at the west end of the middle span of the bridge; elevation, 50.00 feet. (2) The east end of the top of the top stone step at the south door of the Columbus jail; elevation, 53.22 feet. (3) The north end of the top stone step at the east door of the Columbus court-house; eleva­ tion, 53.91 feet. (4) The top of the rail over the extreme west pier of the Southern Railway bridge crossing the river above the gaging station; elevation, 51.13 feet. Elevations refer to the datum of the gage. A measurement made at this station August 5, 1905, by T. U. Taylor gave the following results: Gage height, 10.8 feet; discharge, 3,820 second-feet. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 84, p 149; 99, pp 332-333; 132, p 40. Discharge: 84, p 149; 99, p 333: 132, p 40. Discharge, monthly; 132, p 42. Gage heights: 99, pp 333-334; 132, p 41, Eating table: 132, p 42, 28 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Colorado River at Columbus, Tex.,for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 6.45 5.8 6.4 7 9 QA 7Fv 12.25 10.5 7.5 7 °. 7.7 7.0 2...... '..... 6.4 5.8 6.3 8 Q 00 A 12.1 10.05 14.15 6.8 7.7 6.4 6.0 6.2 14.1 30 7 n o 9 6 13.5 7.15 6.75 4...... 6.4 6.0 6 2 11.4 21. 15 n i ^ 10.05 11.85 6 9 5...... 6.2 5.8 6.0 9 -1 17.4 11.85 10. 25 10.6 6.9 6 9 6.7 6...... 6.2 5.8 6.0 13.55 15.6 11.05 6.8 7.0 6.9 6.6 7...... 6.2 5.8 6.0 10.4 8.9 9.05 6.8 6.9 7.15 6.5 8...... 6.2 5.8 10.5 11.95 13.25 Q Q 8.55 8.55 6.9 7.0 6.5 9...... 6.0 6.0 12.45 14.0 12.6 11.75 8.35 6.8 6.75 8.5 6.5 10...... 6,0 6.1 11.4 12.35 16.6 9.55 14.8 8.5 6.9 6.7 9 05 6.6 11...... 6.0 6.2 Q ^ 11.0 24.5 9 4 1 K A 8 K 6 9 6.6 8.4 6.6 12...... 6.0 6 2 8.4 10.25 01 7^ 9 1 14.0 8 9 6.8 9.05 7.8 13...... 6.0 6.4 7.85 9 7 17 QK 8.65 1 o QX Q 1 6.7 8 7 1 x. 7.8 6.4 7.35 ft ^ 1 f* Q 8.65 12.2 8 1 6.65 8.15 8.0 7.6 15...... 7 OK 6 2 9.5 21.1 8.5 11 3 Q A 6.6 Q AK 8.0 7.25 16...... 6.2 8.75 18.25 8.5 10. 95 7.75 6.6 7.7 8.45 7.1 17...... 6.4 6.0 10.1 8.65 17.0 8.45 10.4 7.55 6.6 7.6 8.35' 7.1 18...... 6.2 5 9 1 0 Q 8 K 22. 75 8.95 9 7 7 £ 6.6 7.6 7 9 7.0 19...... 6.2 TS z> 18.5 8.35 20 2 9 35 9 2 7 ^ 6.6 7 Q 7.6 8.2 20...... 6.2 12.0 16.0 8 1 16.05 9 25 8.6 7 9K 6.6 7.3 7.45 8.4 21...... 6.0 9 7C 15,6 8 A 1 Q ft Q Q 8 f* 7.4 7 9K 7.4 8.1 22...... 6.0 0 OR 1 ft 7^ 7.85 12.1 9 K ft ^ 7.2 8 1 7.2 7 °.^ 7.6 23...... 6.1 7.5 1 A Q 7.7 U Q n 7K 8 0 7.05 8.05 7 1 F: 7.2 7.3 24...... 6.1 6 DC 16.6 22 25 14.75 9 4 8.15 7.0 Q 1 K 7.45 7.1 7 9 25...... 6.0 6.65 11. 05 24.45 13.25 8 K 8 1 6 QK 8 QT Q S^ 7.1 8.0 26...... 6.0 6.55 10. 25 24.25 10 0 i n ft 8.05 6 Q 7 Q 9 0 7 1f» 7.5 27...... 5.95 6.4 9.65 21.65 19 QK 24.75 ft A. 6 QCL 7.65 7.9 7.45 7.3 28...... 5.85 6.4 QIC; 19 0 14.25 17.0 ft O 6.85 7.45 7.7 7.1 6.95 29...... 5.8 11.4 1 ft Q^L 1 Q (\ 1 q OK 6.8 7.5 7.5 7.1 6.9 30...... 5.85 9.2 26.25 12.7 11.5 7.6 6.8 7.5 7.3 7.0 7.0 31...... 5.8 8.25 12.45 7.6 6.8 7.2 7.0

Station rating table for Colorado River at Columbus, Tex., from January 1, 1904, to December 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge. Feet. Second-feet. feet. tferond-feet. Feet. Second-feet. Feet. Se 'ond-feet. 5.40 510 7.30 1,460 9.40 2,850 13.50 6,160 5.50 550 7.40 1,520 9.60 2,990 14.00 6,610 5.60 590 7.50 1,580 9.80 3,130 14.50 7,090 5.70 630 7.60 1,640 10.00 3,270 15.00 7,590 5.80 680 7.70 1,700 10.20 3,410 16.00 8,660 5.90 730 7.80 1,760 10.40 3,570 17.00 9,860 6.00 780 7.90 1,820 10.60 3,730 18.00 11,140 6.10 830 8.00 1,880 10.80 3,890 19.00 12,520 6.20 880 8.10 1,940 11.00 4,050 20. OQ. 13, 970 6.30 930 8.20 2,010 11.20 4,210 21.00 15,470 6.40 980 8.30 2,080 11.40 4,370 22.00 17, 030 6.50 1,030 8.40 2,150 11.60 4,530 23.00 18, 700 6.60 1,080 8.50' 2,220 11.80 4,690 24.00 20, 420 6.70 1,130 8.60 2,290 12.00 4,850 25.00 22,200 6.80 1,180 8.70 2,360 12.20 5,010 26.00 24, 070 6.90 1,230 8.80 2,430 12. 40 5, 170 27.00 25. 980 7.00 1,280 8.90 2,500 12.60 5,350 28.00 27, 920 7.10 1,340 9.00 2,570 12.80 5,530 7.20 1,400 9.20 2,710 13.00 5,710 The above table is based on discharge measurements made during 1902-1905. It is well defined. COLOEADO BIVEK (TEXAS) BASIN. 29

Estimated monthly discharge of Colorado River at Columbia, Tex., for 1905. [Drainage area, 40,000 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches. 67 o fJS-oo 1,400 680 55,030 0.026 /vftr ??~° ° <4?< 8,110 680 1'j 044" 67, 980 ^-§3?- 12, 180 780 4, 115 253,000 .103 .119 24,550 1,700 6,775 403, 100 .169 .189 37,900 4,690 11,830 727, 400 .296 .341 21, 750 2,185 4,194 249,600 .105 .117 July...... 7,590 1,640 3,303 203, 100 .083 .096 6,745 1,180 2,166 133,200 .054 .062 2,115 1,080 1,366 81, 290 .034 .038 3,165 1,080 1,622 99, 730 .041 .047 2,605 1,230 1,611 95,860 .040 .045 2,150 1,030 1,377 84,670 .034 .039

37,900 680 »r36S- !£, 444, 000 .684- 1.14

SAN SABA RIVER NEAR SAN SABA, TEX. San Saba River rises in two springs near Fort McKavett, in the western part of Menard County, Tex., and flows in an easterly direction for over 100 miles to its junction with Colorado River (of Texas). It is fed by many springs between Fort McKavett and Menardville, the largest of which is the'one that feeds or is the source of Clear Creek. A gaging station was established on San Saba River at the suspension bridge, 1 mile northwest of the town of San Saba, Tex., December 30,1904, by E. C. H. Bantel. The drainage area above the town of San Saba is 3,000 square miles. Sixteen miles above the gaging station the river issues from the canyon section of the river and emerges into a very rich valley that offers exceptional advantages for irrigation. There are about 40,000 acres that could be brought under a supplemental irrigation system, and the water supply of the San Saba River at this point becomes of the utmost importance. The low-water flow at the "Narrows," 17 miles above the town of San Saba, is about 25 second-feet, and any irrigation on an extensive scale will have to be done by means of an impounding dam, which can be constructed across the river near the ranch of Hilliard Doran, forming the reservoir in the can­ yon section of the river. Four miles above the town of Menardville the Noyes ditch takes out the larger supply of water from the river and diverts it into an irrigation system that extends through Menardville and to a point 5 miles below. Two other smaller ditches below San Saba, the Maimee and the Kitchen, divert practically all the remainder of the low flow into irrigation systems. In addition to the gravity systems there are several pumping plants along the stream from Fort McKavett to the head of the canyons, about 12 miles below Menardville. Thus in dry times about the only water that could be relied on for a big irrigation system in the San Saba Valley would be the water that could be stored by an impounding reservoir. The topography, the flood discharges, the excellent site for a dam, the nearness of stone, the absence of alkali in the water, and the richness of the soil all point to the fact that this valley offers one of the best and most feasible irrigation problems in the State of Texas. The channel is straight for 150 feet above and 1,000 feet below the station. The current is swift at high and sluggish at low stages. Both banks are high, but liable to overflow at high stages. The bed of the stream is composed of sand and gravel. There is but one channel at all stages. IBR 174-06 3 30 STREAM MEASUREMENTS IN 1905, PART

Discharge measurements are made from the suspension bridge. The initial point for soundings is the north face of the south pier. The elevations of the water surface are determined by measuring down by means of a tape from a certain casting on the upstream face in the flooring of the bridge, the zero elevation being 40.00 feet below the same. Bench marks were established as follows: (1) A large wire nail driven into a tree 50 feet from the south end of the bridge; elevation, 37.63 feet. (2) A wire nail driven into a water elm 70 feet from the north end of the bridge, on the east side of the road; elevation, 37.16 feet. (3) A wire nail driven into a live oak tree 200 feet from the south end of the bridge and 50 feet from the edge of the stream; elevation, 37.16 feet. Elevations refer to the datum of the gage. A measurement made at this station August 18, 1905, by T. U. Taylor, gave the following results: Gage height, 7.2 feet; discharge, 27 second-feet. A description of this station and gage height and discharge data are contained in Water-Supply Paper No. 132, United States Geological Survey, pp. 43-44.

Daily gage height, in feet, of San Saba River near San Saba, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 7.9 7.9 7.9 7.8 9 8 7.8 7.3 7.2 7.2 7.6 7.7 2...... 7.9 7.9 7 9 9.4 8.3 7.8 7.4 7.2 7.2 7.6 7.7 3...... 7.9 7.8 7 9 8.4 7.7 8.1 7.5 7.2 7.6 7.7 4...... 7.9 7.8 7.8 8.1 7.7 7.3 7.6 7.3 7.2 7.6 7.5 5...... 7.9 7.8 8.0 8.4 7.6 7.3 7.4 7.2 7.2 7.6 7.5 6...... 7.9 7.8 7.8 8.0 8.0 7.6 8.2 7.4 7.2 7.2 7.6 7.5 7...... 7.9 7.8 7.8 7.9 7.6 8.4 7.4 7.2 7.7 7.5 8...... 7.9 8.0 7.8 107 7.5 7.3 7.2 7.6 7.7 7.6 9...... 7.9 7.9 7.8 7.8 7.5 9 7 ,7.3 7.2 7.6 7.7 7.6 10...... 7.9 7.9 7.8 7.8 8 9 7.5 8.2 7.2 7.2 7.6 7.9 7.6 11...... 7.9 7.8 7.9 7.8 8.2 7.5 8.0 7.2 7.2 - 7.6 7.8 7.6 12...... 7.8 7.8 8.0 7.4 7.8 7.3 7.2 7.6 7.7 7.6 13...... 7 9 7 9 7.7 7.8 8 f\ 8.0 7.3 7.2 7.6 7.7 14...... 7.8 7.8 7.8 1 Q 7.6 7.3 7.2 7.6 7.6 7.7 15...... 8.0 7.8 7.8 7.8 7.6 7.5 7.3 7.2 7.6 7.6 7.7 16...... 7 9 7 9 8.3 7.8 7 9 7.5 7.3 7.2 7.6 7.6 7.7 17...... 7.9 8.0 8.05 7.5 7.2 7.2 7.4 7.6 7.7 18...... 7.9 7.9 7.9 7.7 8.0 7.4 7.5 7.2 7.2 7.4 7.6 7.8 -1 19...... 7 9 8 7.6 7 Q 7.4 7 *\ 7.2 7.3 7.6 20...... 7.9 10 9 7.9 7.6 7 9 7.4 7.5 7.2 7.4 8.2 7.6 7.9 21...... 7.9 8 9 7.9 7.6 7.9 7.4 7.6 7.2 7.3 7.7 7.6 7.8 22...... 7.9 7 9 7.9 7 9 7.6 7.2 7.2 7.8 7.6 7.8 23...... 7.9 8.0 7.8 7.8 7.8 7.6 7.6 7.2 .7.2 7.7 7.6 7.8 24...... 7.9 7 9 7.8 9 4 10 A 7.5 7.5 7.2 7.2 7.7 7.7 7.8 25...... 7 9 7 Q 7.8 Q 9 7.4 7 f\ 7.2 7.2 7.7 7.7 26.....:...... 7.9 7.9 7.9 7.5 7.4 7.2 7.2 7.7 7.7 7.7 27...... 7.9 8.1 8.1 8.7 7.3 7.2 7.2 7.7 7.7 7.8 28...... 7.9 7.9 8.0 8.0 7.7 7.2 7.2 7.2 7.6 7.7 7.8 29...... 7.9 7.8 7.8 7.8 7.5 7.3 7.2 7.2 7.6 7.7 7.8 30...... 7.9 7.8 13.0 7.8 7.4 7.3 7.2 7.2 7.6 7.7 7.8 31...... 7.9 7.8 7.8 7.4 7.2 7.6 7.8

BARTONS SPRINGS NEAR AUSTIN, TEX. These springs are located about 2 miles from Austin and are similar in behavior and in flow to the Comal, San Felipe, and San Marcos. They respond in increased flow to the rainfall in the Edwards Plateau, but this response is always delayed for GUADALUPE RIVER BASIN. 31

some months. About a quarter of a mile from the head of the springs the Walsh spring was formerly active and operated a small mill, but it ceased flowing several years ago. In the wet season of 1900 it revived and continued flowing till the early part of 1901, when it again ceased, continuing dry till the early part of 1903. June 6, 1903, the flow of the Walsh spring was 8.5 second-feet, but it stopped flowing in the latter part of 1903 and has since remained dry. Discharge measurements of Bartons Springs near Austin, Tex., 1894-1905.

Date. Hydrographer. Discharge.

Second-feet. 1894...... C. C. Babb ...... 17 1895...... do ...... '25 March, 1898...... T. U. Taylor ...... 20 May, 1898...... do ...... 30 .....do ...... 69 .....do ...... 33 .....do ...... 19 .....do ...... 19 A. A. Cother...... 69 43 July, 1905...... H.H. Fox...... 66

GUADALUPE RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN. Guadalupe River rises in the southern-central part of Texas, flows southeastward, and empties into San Antonio Bay. During the summer of 1902 its discharge was the least in its observed history, causing much loss above New Braunfels, where half a dozen power plants were forced to shut down or to run on short time. The flow at this time was so low that special efforts were made to obtain measurements at several points along its course.

GTJADALTIPE RIVER NEAR CTJERO, TlTX.

The Guadalupe, while the best water-power stream in Texas, has a drainage area above Cuero of only 5,100 square miles. Its efficiency is due almost entirely to the canal at New Braunfels. Below New Braunfels the largest tributary is San Marcos River. This station was established by Thomas U. Taylor December 26, 1902. The original location was at the dam at Carl Buchel's power house, 3 miles north of Cuero, Tex. As it proved impossible to measure flood discharges at this point, a new station was established in July, 1903, at the bridge of the San Antonio and Aransas Pass Railroad 3 miles wrest of Cuero. The channel is straight and has a width of 125 feet at low stages. The right bank is low and overflows for several hundred feet at high stages. The section is deep and the flow is sluggish. The bed is composed of soft material and may change somewhat. Discharge measurements are made from the highway bridge, 200 feet below the railway bridge, when the gage is above 8 feet, but at lower stages the discharge is measured on the crest of the Buchel dam, 3 miles upstream, where the owners coop­ erate by shutting off the turbines and forcing the water over the crest of the dam. The crest of this dam is 140 feet long and 4 feet wide, and the depth of the water at the upper edge of the crest of the dam is about 1 foot. The discharge at this stage 32 STEEAM MEASUEEMENTS IN 1905, PAET X. was found to be 407 second-feet. In the usual weir formula, where Q=c b h%, this would give a value of 2.9 for C. The initial point for soundings at the bridge is the east face of the tubular pier under the west end of the highway bridge. A standard chain gage is attached to the bridge; length of chain, 46.20 feet. Dur­ ing 1905 the gage was read twice each day by Robert Miller, jr. Bench marks were established as follows: (1) The top of the tie in the third panel from the east end of the bridge; elevation, 50.00 feet. (2) The seat of the valve, about 100 feet from the pump house, on the line of pipe that leads from the pump to the water tank; eleva­ tion, 44.85 feet. (3) The top of a vertical iron rod buried in the ground 4 feet east of a mulberry tree near the left end of the bridge; elevation, 42.18 feet. Elevations refer to the datum of the gage. A measurement made at this station August 5, 1905, by T. U. Taylor, gave the following results: Gage height, 6.3 feet; discharge, 754 second-feet. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey:

Description: 84, p 156; 99, p 337; 132, pp 45-46. Discharge: 66, p 62; 99, p 338; 132, p 46. Discharge, monthly: 99, p 340; 132, p 49. Gage heights: 99, pp 338-339; 132, p 47. Rating table: 99, p 339; 132, p 48.

Daily gage height, in feet, of Guadalupe River near Cuero, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 10.3 6.3 6.48 7.05 8.42 8.17 6.3 6.4 6.15 6.1 6.2 2...... 7.4 7.0 8.65 7.45 6.27 6.45 6.05 6.15 6.15 3...... 6.85 6.35 6.35 7.1 8.8 7.3 6.25 6.5 6.5 6.15 6.1 4...... 6.55 6.35 6.3 7.52 8.75 7.27 6.3 6.6 6.35 6.25 . 6.13 5...... 6.45 6.4 6.3 9.85 18.35 7.95 7.35 6.25 6.65 6.5 6.22 . 6.17 6...... 6.5 6.4 6.3 11.25 7.85 8.15 6.17 6.4 6.3 6.15 6.23 7...... 6.5 6.4 6.35 9.52 n QK 7.75 8.0 6.37 6.25 6.2 6.17 6.25 6.5 6.38 6.5 7.7 7.9 6.42 6.2 6.27 6.25 6.3 9 6.5 6.38 7.8 8.58 10.98 7.72 6.45 6.17 6.15 6.6 6.28 10...... 6.5 6.4 8.38 10.45 11.7 6.42 6.2 6.27 11.8 6.3 11...... 6.6 6.55 7 9 8.4 9 9 7.5 15.8 6.45 6.27 6.1 10.9 6.28 19 6.75 8.85 9 KK 7.4 6.3 6.17 6.25 13...... 7.45 fi KR 6 PLK 8 no 9.58 9.9 6.4 6.3 5.95 7.4 6.2 14...... 7.95 6.4 6.65 8.35 10.55 7.25 8. 55 6.4 6.27 6.0 7.22 6.23 7.5 9 45 7 95 -i 7 no 7.45 6.15 5.9 7.0 6.5 16...... 7.0 6.4 15.8 7.88 18. 45 7.27 7.0 6.45 6.0 6.0 6.85 6.5 17...... 6.55 6.4 14.6 7.83 20.9 7.17 7.05 6.45 5.9 6.1 6.55 6.53 18...... 6.5 C.35 12.25 7.73 7.2 6.85 6.42 6.05 6.2 6.55 6.55 19...... 6.5 14 95 10.85 7.55 9 98 7.05 6. So 6.42 6.0 6. 15 6.5 6.6 20...... 6.5 13.85 11.85 7.45 9 1 7.05 6.77 6.45 6.1 6.05 6.5 6.55 21...... 6.5 13.0 10.55 7.3 8.85 6.9 6.57 6.72 6.2 6J5 6.4 6.48 22...... 6.5 9.95 7.38 8.67 7.67 6.47 6.45 6.25 6.05 6.47 6.45 23...... 6.45 7.95 14.2 7.42 8.55 8.15 6.4 6.30 6.15 6.15 6.65 6.38 24...... 6.4 7.35 8.47 8.1 6.55 6.2 6.1 6.85 6.3 25...... 6.37 6.7 7.4 21 9 8.3 7.4 6.52 6.35 6.25 6.15 6.3 6.22 26...... 6.3 6.6 7.5 23.25 8.37 7.75 6.52 6.15 6.25 6.05 6.2 6.22 27...... 6.3 6.6 7.5 24.3 8.17 9.35 6.47 6.3 6.27 6.1 6.25 6.28 28...... 6.25 6.6 7.62 23.45 8.25 12.65 6.42 6.27 6.3 6.17 6.3 6.22 29...... 6.2 7.92 24.9 8.37 14.87 6.4 6.25 6.25 6.1 6.35 6.15 6.1' 30...... 6.2 7 9 8.3 11.9 6.3 6.22 6.1 6.25 6.3 31...... 6.25 7.5 8.37 6.27 6.27 6.15 6.15 GUADALTJPE RIVEE BASIN. 33

Station rating table for Guadalupe River near Cuero, Tex., from January 1 to December 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 6.00 580 8.00 1,280 10.00 1, 980 14.00 3,400 6.10 615 8.10 1,315 10.20 2,050 14.20 3,480 6.20 650 8.20 1,3,50 10.40 2,120 14.40 3,560 6.30 685 8.30 1,385 10.60 2,190 14.60 3, 640 6.40 720 8.40 1,420 10.80 2,260 14.80 3,720 6.50 755 8.50 1, 455 11.00 2,330 15.00 3,800 6.60 790 8.60 1,490 11.20 2, 400~ 15.50 4,000 6.70 825 8.70 1,525 11.40 2,470 16. CO 4,200 6.80 860 8.80 1,560 11.60 2,540 16.50 4,400 6.90 895 8.90 1,595 11.80 2,610 17.00 4,650 7.00 930 9.00 1,630 12.00 2,680 17.50 4,900 7-10 965 9.10 1,665 12.20 2,750 18.00 5,150 7.20 1,000 9.20 1,700 12.40 2, 820 18.50 5,440 7.30 1,035 9.30 1, 735 12. 60 2,890 19.00 5,740 7.40 1,070 9.40 1,770 12.80 2,960 20.00 6,340 7.50 1,105 9.50 1, 805 13.00 3,030 21.00 7,040 7.60 1,140 9.60 1,840 , 13. 20 3,100 22.00 7,840 7.70 1,175 9.70 1,875 13.40 3,170 23.00 8,680 7.80 1,210 9.80 1,910 13.60 3,240 24.00 9,630 7.90 1,245 9.90 1,945 13.80 3,320 25.00 10, 690

The above table is based on one discharge measurement made during 1905 and measurements prior to 1904. It is well denned. The above table was used for 1903. Estimated monthly discharge of Guadalupe River near Cuero, Tex., for 1905. [Drainage area, 5,100 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches.

2,085 650 840 51, 650 0.165 0.190 3,780 685 1,094 60, 780 .215 .224 4,120 685 1,530 94, 080 .300 .346 April...... 10,580 930 3,192 189, 900 .626 .698 8,455 1,340 2,997 184, 300 .588 .678 3,748 895 1,378 82,000 .270 .301 July...... 4,120 674 1,207 74,220 .237 .273 832 632 70.8 43,530 .139 .160 808 545 666 39, 630 .131 .146 755 545 634 38, 980 .124 .143 November 2,610 615 884 52,600 .173 .193 December 790 615 684 42,060 .134 .154 10,580 545 1,318 953,700 .258 3.51

COMAL RIVER AT NEW BRATJNFELS, TEX. Comal River has been fully described in Water-Supply Papers, Nos. 71 and 105. Its source is in the numerous big springs'that issue from the foothills west of New Braunfels, Tex. The joint discharge of these forms Comal River at the junction of Comal Springs Creek and Comal Creek. The water from the head springs naturally flows down Comal Springs" Creek, but a gravel dam deflects part of this flow into the 34 STREAM MEASUREMENTS IN 1905, PART X.

Landa mill race. These waters again join about 4 miles above the highway bridge north of the court-house, forming Oomal River. The following table shows the result of current-meter measurements 011 Comal River at various times: Discharge measurements of Comal River at New Braunfels, Tex., 1895-1905.

Date. Hydrographer. Discharge. Remarks.

Second-feet. 1895...... C. O. Babb...... 328 1898...... "310320 Do. 1899...... do...... In park. 1900...... do...... 374 Do. 1901...... do...... 343 Do. 1902...... do...... 333 Do. 1903...... do...... 412 1904...... do...... 375 1905...... do...... 390 Do. . -

SAN ANTONIO RIVER DRAINAGE BASIN. DESCRIPTION OF BASIN. San Antonio River rises about 3 miles north of the mission of San Fernando, the geographic center of the city of San Antonio. The underground source of San Antonio River and of the artesian wells in the vicinity is the same. The flow of the headwaters is extremely variable, as is seen from the record at San Antonio.

SAN ANTONIO RIVER AT SAN ANTONIO, TEX. About 1885 San Antonio River at San Antonio began to fail, and by the latter part of 1897 the flow above the city had entirely ceased. San Pedro Creek rises in San Pedro Park and has maintained a flow of 9 second-feet for several years. This joins San Antonio River just below the city and above the Hot Wells, where many of the ' measurements are made. This river has gone through the same experience as many of the big springs. There is no doubt that the river and the artesian wells have the same underground source, but the river regained its former efficiency in 1900 shortly after the celebrated flood (Water Supply Paper No. 105); in two years, however, the discharge has dropped to a third of the discharge in 1900. The following table shows the discharge measurements that have been made on this stream: Discharge measurements of San Antonio River at San Antonio, Tex., 1895-1905.

Date. Hydrographer. Discharge. Remarks.

Second-feet. December, 1895 .... C. C. Babb...... 40 Upper canal...... do...... 41 Do. December, 1897 .... T. U. Taylor...... 0 Lower canal. December, 1897 ...... do...... 11 Hot Wells...... do...... 0 March, 1898 ...... do...... 9 Hot Wells...... do...... 0 Lower canal...... do...... 10 Hot Wells. September, 1900 ...... do...... 103 September, 1900 ...... do...... 125 Hot Wells...... do...... 41 Do...... do...... 65 Do. June, 1904 ...... do...... 61 Do. September, 1905 . _...... do...... 117 Do. STREAM MEASUREMENTS IN 1905, PART X. 35

NUECES RIVER DRAINAGE BASIN.

DESCRIPTION OF BASIN. The two main forks of Nueces River rise in Edwards County, Te'x., and flows south­ ward through the rugged mountains of the Edwards Plateau, uniting about 14 miles from Uvalde and about 6 miles above the crossing of the Southern Pacific Railroad. On their way through the mountains both branches are fed by springs and carry perpetually running water from their sources, about 12 miles south of Rock Springs to their junction at the foot of the Edwards Plateau. At about the junction of the branches the usual flow sinks into gravel beds, occasionally reappearing in big, clear pools at points where the gravel has been washed off from the solid bed-rock bottom. Four or five miles below the Southern Pacific Railroad bridge flowing water again appears, the stream along its low land course being fed by numerous springs.-

L.EONA RIVER AT TJVAIJJE, TEX. The flow of Leona River at Uvalde is variable and the river has often stopped flow­ ing altogether near Uvalde. It was dry in 1885, but soon revived and continued flowing till 1893, when it again ceased for a time. Its history at the brickyard cross­ ing, 1J miles below the town on the road to Pearsall, is given in the following table: Discharge measurements of Leona River at Uvalde, Tex., 1885-1905.

Date. Hydrographer. Discharge. Remarks.

Second-feet. 1885...... Flowed. 1893...... C. C. Babb...... 11 June, 1899...... T.U.Taylor...... Do. September, 1900...... do...... 5 March, 1904...... do...... 22 .....do...... 13

RIO GRANDE DRAINAGE BASIN. DESCRIPTION OF BASIN. The source of the Rio Grande is in the snow masses of the high peaks of the continental divide in Hinsdale and Mineral counties in southwestern Colorado. The main stream flows in an easterly direction for about 75 miles, receiving numerous tributaries from the mountainous region through which it passes. At Del Norte the stream channel leaves a narrow canyon-like valley and enters the San Luis Valley. From Del Norte the general course is southeasterly for about 75 miles to a point 20 miles east of Antonito, where it crosses the Colorado-New Mexico State line. Four miles above the State line the Rio Grande enters a canyon, locally known as the Rio Grande Canyon, and continues through it to a short distance below Embudo, N. Mex., where the canyon walls retreat rapidly, especially on the west side, giving room for a border of irregular hills between the higher mesa walls and 'the flood plain adjacent to the river. This is the beginning of Espanola Valley, about 3 or 4 miles in width, Which extends to White Rock Canyon, about 25 miles below, and through which the Rio Grande flows for 30 miles. Again the canyon walls recede, and the river enters Albuquerque Valley, which averages from 1 to 3 miles in width and continues down to about Socorro, N. Mex. Throughout its course in New Mexico the general direction of the Rio Grande is southward to El Paso; thence it is south­ easterly to the Gulf of Mexico. 36 STREAM MEASUREMENTS IN 1905, PART X.

From the high mountains which surround this basin come a large number of small streams, some of which unite into creeks of considerable size, while others sink and gradually disappear into the coarse soil of the valley bottom. Below Del Norte few streams of importance enter the river with the exception of the Chama in New Mexico and the Pecos in Texas, as nearly all those which issue from the mountains lose their water, except in flood periods, in the sandy plains before they reach the main channel. Rio Conches is the principal tributary from the Mexican side. The limited data on precipitation collected by the United States Weather Bureau show the mean annual rainfall to be 25 inches in the mountainous portion of the drainage. This diminishes to 10 inches in the foothills and lower portions of the drainage. The determination of the amount of water in the Eio Grande is of importance, both on account of its use in irrigation and from its bearing upon interstate and international distribution of water. Most of the New Mexico and Texas stations down to Eagle Pass are maintained by the United States section of the International (Water) Boundary Commission. The data are collected by W. W. Follett, consult­ ing engineer for the Commission, and have been furnished through the courtesy of Gen. Anson Mills, Commissioner. On account of the shifting character of the river beds at the International (Water) Boundary stations, no rating tables have been prepared. The estimated monthly discharges are from daily discharges computed by Mr. Follett directly from the discharge measurements. The five stations from Laredo down (Laredo, Eoma, Brownsville, Salado near Guerrero, and San Juan at Santa Rosalie Ranch) are maintained by the Mexican section of the Commission.

EIO GRANDE ISTEAR DEL, NORTE," COIX3. Measurements and observations were first begun in the vicinity of Del Norte in 1889 by George T. Quinby. The object of the measurements was to obtain the flow of the river before water was diverted for the agricultural region of San Luis Valley, and by a comparison of this with the figures obtained at Embudo to acquire data as to the effect of the numerous ditches taking out water between the two points. The river 25 miles above Del Norte flows out of the canyon at Wagon Wheel Gap. Little water, however, is diverted until the edge of the San Luis Valley is reached, the largest canal heading near the town of Del Norte. During freshets the river divides into a number of channels, making it difficult to obtain measurements near town. In order to avoid the expense of establishing a station during time of high water the first measurements those about June 1 were made from several bridges crossing the numerous branches. The results were not wholly satisfactory, and June 25 a station was established above the branches. Later a locality about 2 miles farther up was chosen. Records are continuous for a period of sixteen years. The station is about 2 miles west of Del Norte, above the main canal taking water from the Rio Grande, and is above all the irrigating ditches of importance. The stream course, which is of uniform section, is straight for 100 yards both above and below the cable. The bed is composed of small bowlders and cobblestones, and hitherto has been considered permanent. However, the high water of June, 1905, altered the section considerably along the right side. The present section will probably be permanent fora long period of years and can change only during extreme high water. The left bank is low and of gradual slope, and is composed of cobble­ stones and gravel with a fringe of small cotton wood trees, and overflows at high water. The right bank is 6 feet above low water, of about 45° slope, and is composed of bowlders, cobblestones, and gravel. The extreme high water of 1905 overflowed this bank and extended over the entire bottom land to the right for a distance of half a mile. There is but one channel at all stages, and it is about 75 feet wide and of very regular section. Gage heights range from 1 to 5 feet save at extreme high water. The current is swift at low water, and exceptionally so during high water. Very accurate results may be secured at this station. RIO GRA1STDE BASIN. 37

Discharge measurements were first made from a flatboat controlled by a cable across the river. They are now made by means of a cable, car, tagged wire, and stay wire. The initial point for soundings is on the right bank of river, and is indi­ cated by a tag on the tagged wire, 22 feet from the tree to which the cable is anchored. Several inclined gages have been used from time to time. The datum of each has been the same, and the location practically so. The lower part of the present gage is an inclined rod at the cable, and the upper part a vertical post, on the right bank. During 1905 the gage was read once each day by Richard D. Adams. The bench mark is a United States Geological Survey iron bench mark post set in the ground 25 feet south of the gage; elevation, 8.25 feet above the datum of the gage. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; Bull=Bulletin; WS=Water-Supply Paper): Description: Ann 14, ii, pp 110-111; 18, iv, p 246; Bull 131, pp 41^2; 140, p 170; WS 16, p 127; 28, p 120; 37, pp 277-278; 50, p 347; 66, p 65; 84, pp 194-195; 99, pp 400-401; 132, p 52. Discharge: Ann 18, iv, p 246; Bull 131, p 91; 140, p 170; WS 16, p 127; 28, p 129; 37, p 278; 50, p 347; 66, p 65; 84, p 195; 99, p 401; 132, p 53. Discharge, monthly: Ann 11, ii, p 98; 12, ii, pp 349, 360; 13, iii, p 94; 14, ii, p 11; 18, iv, p 247-248; 19, iv, p 383; 20, iv, pp 358, 360-364; 21 iv, p 256; 22, iv, p 347; WS 75, p 153; 84, p 196; 99, p 402; 132, p 54. Discharge, yearly: Ann 13, iii, p 99; 20, iv, p 57. Gage heights: Bull 131, pp 42-43; 14ft, p 170; WS 11, p64; 16, p 127; 28, p 126; 37, p 278; 50, p 347; 66, p 85; 84, pp 195-1%; 99, p 401; 132, p 53. Hydrographs: Ann 12, ii, p 250; 18, iv, p 249; 19, iv, p 384; 20, iv, p 365; 21, iv, p 256; 22, iv, p 348. Rainfall and run-off relation: Ann 20, iv, p 359. Rating tables: Ann 18, iv, p 247; 19, iv, p 383; WS 28, p 130; 39, p 450; 52, p 519; 66, p 173; 84, p 196; 99, i- 402; 132, p 54. Discharge measurements of Rio Gran.de near Del Norte, Colo., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. feet. feet. April 20 ...... R. I. Meeker ...... 132 184 3.46 2.08 638 June 28...... do .;...... 156 550 6.23 3.90 3, 428 July 25 ...... do ...... 137 224 3.32 1.70 744 .....do ...... 122 130 2.15 1.00 280

Daily gage height, in feet, of Rio Grande near Del Norte, Colo., for 1905.

Day. Apr. May. June. July. Aug. Sept. Oct. Nev. Dec.

1...... 1.5 3.8 6.25 3.2 1.95 1.2 1.9 1.1 1.0 2...... 1.45 3.9 6.7 3.05 1.9 1.2 3.6 1.1 1.0 3...... 1.5 3.2 6.9 2.9 1.9 1.2 1.5 1.1 1.0 4...... 1.45 2.9 7.0 2.75 1.8 1.25 1.5 1.1 1.0 5...... 1.45 2.8 7.05 2.55 1.85 1.25 1.4 1.1 1.0 1.T5 2.6 2.35 1.9 1.3 1.4 1.1 1.0 7...... 1.7 2.7 6.2 2.3 1.9 1.25 1.35 1.1 1.0 8...... 1.8 2.9 6.45 2.25 1.85 1.2 1.3 1.1 1.0 9...... 2.5 3.4 6.4 2.2 1.75 1.2 1.25 1.1 1.0 10...... 2.5 3.25 6.3 2.15 1,6 1.25 1.25 1.1 1.0 11...... 2.1 2.8 6.0 2.1 1.7 1.2 1.2 1.1 1.0 12...... 2.0 5.9 2.0 1.75 1.15 1.2 1.0 1.0 13...... 1.95 3.1 5.7 2.0 1.6 1.1 1.2 1.0 1.0 14...... 2.0 3.1 5.7 1.95 1.55 1.1 1.2 1.0 1.0 15...... 2.1 3.7 5.65 1.95 1.45 1.1 1.2 1.0 1.0 16...... 2.15 4.2 5.55 1.8 1.4 1.C5 1.2 1.0 1.0 17...... 2.15 4.9 5.2 1.85 '1.35 1.0 1.2 1.0 1.0 18...... 2.1 5.1 5.0 1.85 1.3 1.0 1.25 1.0 1.0 38 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Rio Grande, near Del Norte, Colo., for 1905 "Continued.

Day. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

19...... 5.6 1 9 1.25 1.0 1.25 1.0 1.0 20...... 5.7 4.7 1 ° 1.25 1.0 1.2 1.0 1.0 21...... 2.5 5.5 4.6 1 QP» 1.0 1.2 1.0 1.0 22...... 5.8 4.2 2.0 ].15 1.0 1.2 1.0 1.0 2 2' 23...... 6.2 4.1 1 9 1.15 1.0 1.2 1.0 1.0 24...... 2.1 6.0 4.0 1.8 1.0 1.2 1.0 1.0 2.1* 25...... 3.85 1.7 i Q 1.1 1.2 .8 1.0 26...... 2.1 3.75 1.65 1.25 1.2 1.2 .8 1.0 2.4 5.9 3.45 1.6 1.25 1.15 1.2 .8 1.0 2.6 6.0 3.9 1.7 1.2 1.1 1.2 .9 1.0 3 0 4.5 3.65 1.8 1.25 1.05 1.2 1.0 1.0 -JK 30...... 3 "> 4 9 3.5 2 1 Q 2.27 1.15 1.0 1.0 31...... 5.6 2.0 1.25 1.15 1.0

Static n rating table for Rio Grande near Del Norte, Colo., from April 1 to June 5, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 1.40 290 2.60 1,135 3.80 2,400 5.00 4,010 1.50 345 2.70 v 1,225 3.90 2,520 5.20 4,330 1.60 405 2.80 1,315 4.00 2,640 5.40 4,650 1.70 465 2.90 1,410 4.10 2,760 5.60 4,990 1.80 535 3.00 1,510 4.20 2,890 5.80 5,410 1.90 605 3.10 1,610 4.30 3,030 6.00 5,890 2.00 675 3.20 1,710 4.40 3,170 6.20 6,450 2.10 745 3.30 1,810 4.50 3,310 6.40 7,100 2.20 815 3.40 1,920 4.60 3,450 6.60 7,850 2.30 890 3.50 2,040 4.70 3,590 6.80 8,730 2.40 970 3.60 2,160 4.80 3.730 7.00 9,760 2.50 1,050 3.70 2,280 4.90 3,870

The above table is applicable only for open-channel conditions. It is based on discharge measure­ ments made previous to the high water of June, 1905. It is not well denned. Below gage height 5.5 feet it is the same as the 1904 table. Station rating table for Rio Grande near Del Norte, Colo., from June 6 to December 31,1905.

Gage Gage Gage Gage Discharge. height. Discharge. height. Discharge. height. Discharge. height.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. a 1.00 290 2.20 1,150 3.40 2, 670 4.60 4,630 1.10 330 2.30 1,260 3.50 2,820 4.70 4,820 1.20 380 2.40 1,370 3.60 2,970 4.80 5,010 1.30 440 2.50 1,480 3.70 3,120 4.90 5,200 1.40 500 2.60 1,600 3.80 3,280 5.00 5,400 1.50 560 2.70 1,720 3.90 3,440 5.20 5,810 1.60 630 2.80 1,850 4.00 3,600 5.40 6,230 1.70 700 2.90 1,980 4.10 3,760 5.60 6,670 1.80 780 3.00 2,110 4.20 3,930 5.80 7,110 1.90 860 3.10 2,250 4.30 4,100 6.00 7,550 2.00 950 3.20 2,390 4.40 4,270 6.20 8,030 2.10 1,050 3.30 2, 530 ,4.50 4,450 6.40 8,510

« 0.8 = 220; 0.9 = 255. The above table is applicable only for open-channel conditions. It is based on three discharge meas­ urements made during the latter part of 1905. Estimates based on this table are only approximate. EIO GKRANDE BASIN. 39

Estlntated monthly discharge of Rio Grande near Del Norte, Colo., for 1905. [Drainage area, 1,400 square miles.]

Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches.

1,760 318 760 45,220 0.543 0.606 May...... 7,460 1,135 3,411 209, 700 2.44 2.81 10, 030 2, 745 6,090 362, 400 4.35 4.85 July...... 2,390 630 1,091 67, 080 .779 .898 905 355 578 35, 540 .413 .476 1, 227 290 376 22, 370 .269 .300 860 355 430 26, 440 .307 .354 330 220 2% 17, 610 .211 .235 290 290 290 17,830 .207 .239 804,200

RIO GRANDE NEAR T.OBATOS, COLO. This station was established June 28, 1899, by A. L. Fellows, and is 13 miles east of Antonio, the nearest railroad station. It is located at the State highway bridge at a point near the Colorado-New Mexico State line, about 10 miles east of Lobatos post-office and in T. 33 N., R. 11 E. The record of flow at this station is of impor­ tance to the proposed Government irrigation project near Engle, N. Mex., and also from the fact that it gives the discharge of the river at the Colorado State line, so that it includes practically all of the Colorado drainage. The cross section above and below the station is fairly uniform and the channel regular, being straight above and below for a considerable distance. The stream channel is a gash cut through the solid lava to a general depth of 40 feet at the bridge. The stream floor is fairly smooth, but is littered with angular fragments of lava that catch and hold a loose, shallow deposit of sand during low water, which prevails during the greater portion of the year. The right bank is a perpendicuar lava cliff. The left bank, composed of loose fragments of lava at the water's edge, slopes gradually up to the lava cliff. The channel can not overflow either bank at this section. At low stages there are usually two channels; during high water there is but one. Gage heights range from 1 to 10 feet. At low water the current is very sluggish; at high water very swift. The center pier obstructs the current very little during high water. Discharge measurements at high water are made from the downstream side of the bridge, a double span steel structure with cylinder piers at the- center of the stream and 300 feet in length. The initial point for soundings is at the right end of the bridge, downstream side. At low water discharge measurements are made by wading either above or below the bridge. The gage is a scale on the right side of the downstream pier of the bridge. During 1905 the gage was read twice each day by Rom&n Mondragon. The bench mark is a chiseled point marked " B. M." on the face of the lava bluff at the west end of the bridge; elevation, ,7.42 feet above the datum of the gage. .. 40 STEEAM MEASUBEMENTS IN 1905, PABT X.

Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper): Description: WS 37, p 279; 50, pp 348-349; 66, p 65; 84, pp 192-193; 99, p 395; 132, p 55. Discharge: WS 37, p 279; 50, p 349; 66, p 65; 84, p 193; 99, p 395; 132, p 55. Discharge, monthly: Ann 21, iv, p 257; 22 iv, p 349; WS 75, p 153; 84, p 194; 99, p 397; 132, p 57. Gage heights: WS 37, p 280; 50, p 349; 66, p 66; 84, p 193; 99, p 396; 132, p 56. Hydrographs: Ann 21, iv, p 257; 22, iv, p 349. Rating tables: WS 39, p 450; 52, p 519; 66, p 173; 84, p 193; 99, p 396; 132, p 56. Discharge measurements of Rio Grande near Lobatos, Colo., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Feet per Feet. Sq.feet. second. Feet. Sec.-feet. April 21...... 234 433 1.85 2.45 801 June 23...... do...... 249 1,029 3.23 4.25 3,343 .....do...... 207 188 .36 1.12 67 September 22 ...... do...... 200 166 .28 1.00 46

a Made by wading.

Daily gage height, in feet, of Rio Grande near Lobatos, Colo., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 2.6 2.75 3.00 2.0 3.6 6.25 2.9 1.25 1.2 1.0 1.3 1.9 2...... 2.6 2.8 3.15 2.0 4.4 6.5 2.7 1.35 1.1 1.0 1.3 1.9 3...... 2.6 2.8 3.2 2.0 4.65 7.05 2.55 1.7 1.15 1.0 1.3 1.9 4...... 2.6 2.8 3.2 2.0 4.55 7.85 2.2 1.7 1.2 1.5 1.4 1.9 5...... 2.6 2.8 3.2 1.95 4.25 8.25 2.1 1.7 1.2 1.5 1.4 1.9 6...... 2.6 2.8 3.15 1.9 3.65 8.75 2.0 1.7 1.2 1.4 1.4 1.9 7...... 2.6 2.8 2.1 1.9 3.45 8.85 1.85 1.6 1.2 1.5 1.4 1.9 2.6 2.8 1 9 3.3 9.05 1.7 1.6 1.2 1.5 1.5 1.9 9...... 2.6 2.8 2.5 1.95 3.4 8.85 1.6 1.65 1.2 1.4 1.5 1.9 10...... 2.6 2.8 2.5 2 05 1.5 1.6 1.2 1.4 1.5 2.0 2.6 2.8 2.5 2.1 3.7 8.45 1.4 1.6 1.2 1.3 1.6 2.0 2.6 2.8 2.4 3.5 8.1 1.4 1.6 1.2 1.3 1.6 2.0 13...... 2.6 2.8 2.6 2.4 3.4 7.6 1.4 1.6 1.1 1.2 1.6 2.05 2.6 2.8 2.5 2.4 3.6 6.8 1.3 1.45 1.1 1.2 1.6 2.2 15...... 2.6 2.8 2.4 2.3 3.6 6.7 1.3 1.4 1.1 1.2 1.6 2.2 16...... 2.6 2.8 2.45 2.2 4.1 6.4 1.3 1.35 1.1 1.1 1.6 2.2 17...... 2.6 2.8 2.45 2.25 4.7 6.3 1.3 1.3 1.0 1.1 1.6 2.2 18...... 2.6 2.8 2.45 2.3 5-1 6.05 1.3 1.3 1.0 1.1 1.6 2.2 19...... 2.6 2.8 2.4 2.4 5.9 5.8 1.3 1.3 1.0 1.1 1.6 2.2 20...... 2.6 2.8 2.4 2.5 6.6 5.15 1.2 1.2 1.0 1.1 1.6 2.2 21...... 2.6 2.8 2.4 2.5 7.0 4.9 1.2 1.2 1.0 1.1 1.6 2.2 22...... 2.6 2.8 2.3 2.55 7.2 4.5 1.2 1.2 1.0 1.1 1.6 2.2 23...... 2.6 2.8 2.2 2.6 7.7 4.0 1.2 1.2 1.0 1.1 1.6 2.2 24...... 2.6 2.8 2.1 2.6 7.95 3.65 1.2 1.2 1.0 1.1 1.7 2.2 25...... 2.6 2.8 2.0 2.6 8.0 3.55 1.2 1.2 1.0 1.1 1.7 2.2 2.6 2.8 2.0 2.6 8.4 3.5 1.2 1.3 1.0 1.1 1.7 2.2 2.6 2.8 2.0 2.6 8.15 3.5 1.2 1.2 1.0. 1.2 1.7 2.2 2.6 2.85 2.1 2.7 8.0 3.3 1.2 1.2 1.0 1.3 1.9 2.2 29 2.6 2.0 3.0 7.7 3.2 1.2 1.2 1.0 1.3 1.6 2.2 30...... 2.6 2.0 3.3 7.1 3.0 1.2 1.2 1.0 1.3 1.85 2.2 31...... 2.6 2.0 6.7 1.2 1.2 1.3 2.2 BIO GKANDE BASIN. 41

RIO GRANDE NEAR SAN ILDEFONSO, N. M. This station was established February 3, 1895, by A. P. Davis, and is located at the Denver and Eio Grande Eailroad bridge, 9 miles below Espanola and 2 miles from San Ildefonso. The station has been called by the following names: Eio Grande, Buckman, and Water Tank. The data at this station are of especial interest in con­ nection with irrigation projects, owing to the fact that Mexican settlers of this valley divert a considerable volume of water for their cultivated lands. The method of application of water to land by these people is very wasteful. In recent years a num­ ber of important modern irrigation systems have been planned and built in the val­ ley in the vicinity of Albuquerque, 40 miles below. The channel is straight for 150 feet above and 500 feet below the cable. The bed of the stream at the cable is about 200 feet in width, and is composed of lava bowl­ ders, with a shifting deposit of sand and silt, which scours out and changes during very high water and accumulates immediately on its recession. At low water ordi­ narily the channel finds a narrow passage through this deposit. The right bank is low and composed of lava bowlders with a silt deposit. It overflows at high water. The left bank is scattered with lava bowlders and is the steep side of a mountain partly covered with scattered cedars. There is but one channel at all stages. Gage heights range from 1.5 to 12 feet. During high water it is difficult to secure accurate measurements from the bridge on account of the high velocity of the current and the rough surface. In addition to this, the Denver and Rio Grande Railroad bridge does not cross the river at a right angle to the direction of the current. At the cable section the water boils considerably at low water. At high water at both sections the velocity is close to 20 feet per second. Discharge measurements are made .from a cable with car and tag line 150 feet above the bridge, to which the gage is attached. At very high water measurements must be made from the railroad bridge. The initial point for soundings at the cable is at the end of the cable on the left side of the stream, where the cable is fastened to two small cedar trees. The original gage at this station was located on the left bank, 180 feet above the bridge. The inclined portion read from 1 to 10 feet and the vertical portion from 10 to 16 feet. It was found that this gage was not well located, and March 30, 1904, a vertical rod was established on the downstream side of the north pier of the bridge, the datum being 2.019 feet higher than that of the original gage. During the flood of September, 1904, this rod was cut off from the water by the filling in of the chan- nelr October 29, 1904, a standard chain gage was established on the downstream running board of the bridge, at the same datum as the new rod gage; length of chain, 23.28 feet. During 1905 the gage was read twice each day by Joseph Gomez. The bench mark is a United States Geological Survey tablet, set in the top of a granite bowlder, 5 feet square and 2 feet high, located in a clump of cedars on the right bank of the river, about 75 feet from the west end of the north pier of the railroad bridge; elevation, 11.37 feet above the datum of the new gage. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; Bull=Bulletin; WS= Water-Supply Paper): - Description: Ann 18, iv, pp252-253; Bull 140, pp 175-176; WS 16, p 130; 28, p 120; 37, pp 281-282; 50 pp 350-351; 66, p 67; 84, pp 186-187; 99, p 387; 132, pp 57-58. Discharge: Ann 11, ii, p 107; Ann 18, iv, p 253; Bull 140, p 176; WS 16, p 130; 28, p 129; 37, p 282; 50, p 351; 66, p 67; 84, pp 187-188; 99, pp 387-389; 132, p 59. Discharge, monthly: Ann 18, iv, p 254; 19, iv, p 386; 20, iv, pp 358, 370; 21, iv, p259; 22, iv, p 351; Bull 140, p 177; WS 75, p 154; 84, p 189; 99, p 390; 132, p 62. Discharge, yearly : Ann 20, iv, p 58. Gage heights: Bull 140, p 176; WS 11, p 66; 16, p 130; 28, p 127; 37, p 282; 50, p 351; 66, p 68; 84, p 188; 99, pp 389-390; 132, p 60. Hydrographs: Ann 18, iv, p 255; 19, iv, p 387; 21, iv, p 260; 22, iv, p 351. Rainfall and run-off relation : Ann 20, iv, p 359. Rating tables: Ann 18, iv, p 253; 19, iv, p 386; Bull 140, p 176; WS 28, p 130; 39, p 451; 66, p 173; 132, p61. 42 STKEAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Orande near San Ildefonso, N. Mex., in 1905.

Area of Mean Gage Dis­ Date- Hydrographer. Width. section. velocity. heignt. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. April 26 ...... 130 709 5.82 5.45 4,126 .....do...... 132 484 6.0 4.45 2,905 .....do...... 132 434 5.72 4.25 2,481 July 28...... do...... 115 171 3.77 2.15 644 July 29...... do...... 115 162 3.16 2.0 512 .....do...... 80 102 2.25 1.62 230

Daily gage height, infect, of Rio Orande near San Ildefonso, N. Mex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 2.31 2.4 3.88 3.62 7.85 9.3 4.05 3.25 1.6 2.1 1.9 2.3 9 2.36 2.45 4.38 3.72 8.45 9.1 3.85 2.65 1.6 1.9 1.9 2.3 3...... 2.36 2.55 4.33 3.77 8.95 9.2 3.65 3.1 1.6 1.9 1.9 2.2 4...... 2.26 2.8 4.48 3.72 8.75 9.5 3.5 2.8 1.6 1.8 2.0 2 2 5...... 2.55 4.98 3.57 7.6 10.2 3.25 2.7 1.9 1.8 2.0 2.2 6...... 2.26 2.55 4.78 3.62 7.4 10.5 3.05 2.8 2.0 1.8 2.0 2.2 2.26 2.4 4.88 3.77 7.3 10.45 2.85 3.0 1.9 1.8 2.2 2.2 8...... 2.36 2.45 4.93 4.22 6.65 10.7 2.65 2.9 1.8 1.8 2.0 2.2 9 2.36 2.45 4.58 4.42 7.6 11.1 2.5 2.6 1.8 1.8 1.9 2.2 10...... 2.46 2.4 4.38 4.87 7.45 10.4 2.45 2.4 1.8 1.8 1.9 11...... 2.36 2.49 4.38 4 96 6.8 10.05 2.25 2.6 1.8 1.8 1.9 2.2 12...... 2.46 2.49 4.43 4.96 7.05 9.65 2.2 2.5 1.7 1.8 2.2 2.3 13...... 2.36 2.24 4.08 5.16 7.2 9.4 2.05 2.4 1.7 1.8 2.2 2.3 14...... 2.16 2.19 4.18 5.06 7.4 9.05 2.0 2.3 1.7 1.8 2 2 2.3 15...... 2.06 2.24 4.73 4 91 8.2 8.45 2.0 2.2 1.7 1.7 2.2 2.3 16...... 2.31 2.54 4.63 4 86 8.8 8.15 1.9 2.0 1.7 1.7 2.2 2.3 17...... 2.31 2.49 4.58 4.96 9.65 7.7 1.85 1.9 1.7 1.7 2.2 2.3 18...... 2.46 2.44 4.48 5.06 10.5 7.5 1.8 1.8 1.6 1.7 2.2 2.3 19...... 2.36 2.44 4.08 5.36 11.1 7.15 1.8 1.6 1.6 17 2.2 2.2 20...... 2.36 2.49 4 03 5.46 11.6 6.85 1.85 1.5 1.6 1.7 2.2 2.2 2.35 2.54 4.17 5.31 11.5 6.45 2.1 1.3 1.6 1.7 2.2 2.2 22...... 2.4 2.54 4.17 6.01 11.45 6.3 2.2 1.0 1.6 1.7 3.0 2.3 23...... 2.35 2.59 4.02 6.01 11.5 5.95 2.2 .6 1.6 1.9 3.0 2.3 24...... 2.35 2.79 3.92 6.31 11.75 5.7 2.1 .6 1.6 1.9 2.5 2.3 25...... 2.4 3.04 3.82 5.36 11.8 5.45 2.2 2.0 1.8 1.9 2.4 2.3 26...... 2.35 3.49 3.87 5.41 11.5 2.2 1.8 2.0 1.9 2.4 2.1 27...... 2.3 3.64 4.12 5.61 11.25 4.9 2.05 1.8 2.1 1.9 2.3 1.9 28...... 2.3 3.69 4.17 6.26 10.9 4.75 2.2 1.7 1.9 1.9 2.3 1.9 29...... 2.35 3.77 6.81 10.6 4.45 2.1 1.6 1.8 1.9 2.4 1.9 30...... 2.4 3.67 7.31 10.5 4.25 2.75 1.6 1.8 1.9 ' 2.3 1.9 2.4 9 4 3.45 1.6 1.9 1.9 EIO GRANDE BASIN. 43

Station rating table for Rio Grande near San Ildefonso, N. Mex.,from January 1 to December 31, 1905.

Gage Gage Gage Gage Discharge. height. Discharge. height. Discharge. height. Discharge. height.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 0.60 40 2.10 560 3.60 1,790 6.20 5,480 0.70 50 2.20 620 3.70 1,900 6.40 5,850 0.80 70 2.30 680 3.80 2,010 6.60 6,230 0.90 90 2.40 750 3.90 2,120 6.80 6,630 1.00 120 2.50 820 4.00 2,230 7.00 7,030 1.10 150 2.60 890 4.20 2,470 7.50 8,100 1.20 180 2.70 960 4.40 2,710 8.00 9,230 1.30 210 2.80 N 1,040 4.60 2,960 8.50 10,440 1.40 250 2.90 1,120 4.80 3,220 9.00 11,690 1.50 290 3.00 1,200 5.00 3,500 9.50 12,990 1.60 330 3.10 1,290 5.20 3,800 10.00 14, 310 1.70 370 3.20 1,380 5.40 4,110 10.50 15, 670 1.80 410 3.30 1,480 5.60 4,430 11.00 17,100 1.90 460 3.40 1,580 5.80 4,770 11.50 18,600 2.00 510 3.50 1,680 6.00 5,120

The above table is based on six discharge measurements made during 1905 and three high-water meas urements made in 1903. It is not well defined.

Estimated monthly discharge of Rio Grande near San Ildefonso, N. Mex., for 1905. [Drainage area, 14,050 square miles.]

Discharge in second-feet. Run-oft.

Month. Total in Second-feet Maximum. Minimum. Mean. acre-feet. per square Depth in mile. inches.

792 540 707 43,470 0.050 0.058 1,889 614 929 51,590 .066 .069 3,472 1,757 2,571 158, 100 .183 .211 7,682 1,757 3,679 218, 900 .262 .292 19,500 6,330 12, 770 785,200 .909 1.05 17,400 2,530 9,625 572, 700 .685 .764 July...... 2,290 410 874 53, 740 .062 .072 1,430 40 629 38, 680 .045 .052 560 330 389 23, 150 .028 .031 560 370 422 25,950 .030 .035 1,200 460 638 37, 960 .045 .050 680 460 617 37,940 .044 .051

19,500 40 2,821 2,047,000 .201 2.74

RIO GRANDE NEAR SAN MARCIAL,, N. MEX. August 8, 1889, a station was established near San Marcial and a measurement was made which gave a discharge of 19 second-feet. Soor after this date, however, the river gage was destroyed and the locality was abandoned until January 29,1895, when the station was reestablished by A. P. Davis at the bridge of the Atchison, Topeka and Santa Fe Railway, 1 mile south of San Marcial, N. Mex. The channel is sandy and shifting. A number of bridge piers interfere with the current to a certain extent, but not with the observed gage heights. They sometimes affect the 44 STEEAM MEASUREMENTS IN 1905, PAET X. * discharge measurements, There is no overflow channel beyond the bridge. The section gives gravity flow. Discharge measurements are made from the downstream side of the bridge. The initial point for soundings is the face of the bridge abutment on the left bank of the stream. The inclined gage established January 29, 1895, was carried away in 1896 and a wire gage was put in its place. This gage has since been abandoned, and the gage heights are now measured with a graduated rod from the deck of the bridge, but using the old gage datum. The top of the ties on the bridge is at elevation 19.00 feet on the gage. The range between high and low water is about 8 feet. Bench marks were established as follows: (1) The top of the capstone on which the bridge truss rests; elevation, 15.00 feet. (2) The top of the extension of the pier to which the old vertical gage was fastened; elevation, 13.00 feet. Elevations refer to the datum of the gage. The observations during 1905 have been made under the direction of the United States section of the International (Water) Boundary Commission. The various hydrographers at this station have also acted as gage readers. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; Bull=Bulletin; WS=Water- Supply Paper):

Cross section: Ann 18, iv, p 257. Description: Ann 18, iv. pp 254-255; Bull 131, p 46; 140, p 177; WS 16, p 131; 28, p 120; 37, p 282; 50, pp 351-352; 66, p 68; 84, pp 183-184; 99, pp 382-383; 132, pp 62-63. Discharge: Ann 11, ii, p 107; 18, iv, p 256; Bull 131, p 46; 140, p 177; WS 16, p 131; 28, p 129; 37, p 283; 50, p 352; 66, pp 68-69; 84, pp 184-185; 99, pp 383-385; 132, pp 63-64, 127. Discharge, mean daily: WS 132, p 66. Discharge, monthly: Ann 18, iv, p 257; 19, iv, p 388; 20, iv, pp 358, 371; 21, iv, p 261; 22, iv, 352; WS 75, p 155; 84, p 186; 99, p 386; 132, p 67. Discharge, yearly: Ann 20, iv, p 58. Gage heights: Bull 140, p 178; WS 11, p 66; 16, p 131; 28, p 128; 37, p 283; 50, p 352; 66, p 69; 84, p 185; 9P, p 386; 132, p 65. Hydrographs: Ann 19, iv, p 389; 20, iv, p 371; 21, iv, p 261; 22, iv, p 352. Rainfall and run-off relation: Ann 20, iv, p 359. Rating tables: Ann 18, iv, p 256; 19, iv, p 387-388; WS 28, p 131. Discharge measurements of Rio Grande near San Martial, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second Feet. feet. L. W. Broyles...... 259 2.04 7.8 .....do...... 325 2.10 8.0 684 .....do...... 238 2.39 7.9 568 297 3.10 8.1 922 .....do...... 203 3.38 8.0 686 184 2.95 7.9 543 .....do...... 193 3.37 8.0 651 .....do...... 176 3.05 7.9 536 .....do...... 211 2.80 7.9 590 ....;do...... 197 3.43 8.0 675 .....do...... 237 3.50 7.9 830 .....do...... 184 3.59 7.9 661 .....do...... 309 3.30 8.1 1,019 .....do...... 258 2.98 8.0 768 .....do...... 237 2.83 8.1 671 .....do...... 284 2.93 8.0 831 .....do...... 243 3.28 8.1 796 .....do...... 246 3.01 8.0 740 .-...do...... 660 3.47 8.5 2,287 March 3...... ,AQ...... 720 4.01 8.6 2,886 Ice in river. BIO GRANDE BASIN. 45

Discharge measurements of Rio Grande near San Marcial, N. Mex., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. L. W. Broyles ...... 929 5.46 9.0 5,073 .....do...... 979 4.70 8.9 4,598 .....do...... 697 6.88 4,795 .....do...... 664 5.04 8.6 3,344 .....do...... 554 5.64 3,125 .....do...... 833 4.57' 9.3 3,806 .....do...... 717 3.79 8.8 2,721 .....do...... 731 4.07 9.0 2,972 .....do...... 630 3.49 8.6 2,198 ..... do...... 652 4.18 8.7 2,724 .....do...... 852 3.91 9.2 3,331 .....do...... 589 3.07 8.5 1,808 .....do...... 584 3.34 8.7* 1,950 .....do...... 972 4.02 9.6 3,911 April 15 ...... do...... 1,026 3.90 9.6 4,006 .....do...... 954 4.03 9.1 3,840 .....do...... 997 4.30 9.4 4,288 .....do...... 1,769 5.50 10.2 9,726 1,571 4 68 7,356 May3.. r ...... do...... 1,558 5.03 10.7 7,829 May 5...... do...... 2,318 5.03 11.4 11,650 May7...... do...... 1,833 5.98 10.7 10, 955 .....do...... 1,868 5.92 10.0 11,058 May 11...... do...... 1,597 5.44 10.3 8,694 .....do...... 1,656 6.37 10.2 10,543 .....do...... 1,684 6.15 10.3 10,361 May 17...-.-...... do...... 2,063 6.18 10.0 12,758 May 19...... do...... 2,474 6.51 11.6 16,097 .....do...... 2,621 6.72 12.5 17,607 May 23...... do...... 4,093 6.55 12.8 26.810 May 25...... do...... 4,294 5.62 12.7 24, 142 May 28...... do...... 4,642 5.51 13.2 25,577 May 31...... do...... 2,847 7.12 13.1 20,264 .....do...... 3,154 fr.33 11.9 19,973 .....do...... 3,298 ,r).09 11.6 16,780 .....do...... 2,821 5.34 12.7 15,071 .....do...... 3,341 5.74 12.5 19, 162 .....do...... 2,660 4.40 10.0 11, 702 ..... do...... 2,744 5.00 9.7 13,726 .....do...... 1,976 4.55 9.4 9,000 .....do...... 1,340 4.74 8.7 6,345 .....do...... ----.---.-..-----..-....----.. 983 4.34 8.4 4,271 .....do...... --.---.-.--....-.----.-...-.. 882 3.97 8.2 3, 505 .. ...do...... 722 3.66 8.0 2,641 JulyS...... do..------..---.-...--.----...... -.----.. 527 3.03 7.6 1,598 July 6...... do...... 35C 3.18 7.4 1,143 July 9...... do...... -.-.-.- ...... 385 2.04 7.2 784 July 12...... do...... 209 2.23 6.8 466 .....do...... ---.--:....------.-....-.---. 176 1.56 6.6 274 July 18...... do...... ---.---..----..-..-.-.-----... 141 1.33 6.4 188 .....do...... ------..-.------.-.-...... 117 1.51 6.2 177 ..... do...... 108 1.46 6.3 ' 158 .....do...... -..--.---....--.---...----.. 97 0.84 6.3 81 Julv 31...... do...... 35 1.91 5.9 67 IKK 174 06- 46 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Grande near San Marcial, N. M«x., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. L. W. Broyles ...... 334 2.56 7.4 854 ---.. do...... 339 1.78 7.1 602 ---.. do...... :..... 334 1.91 7.3 637 ---.. do...... 298 2.29 6.9 681 .....do...... '...... 207 2.15 6.5 446 .....do...... 131 1.10 6.3 146 .....do...... 80 1.20 6.0 94 .....do...... 13 0.46 5.6 6 .....do...... -....-..-....--.-....--... 117 2.74 7.3 321 .....do...... -....----.....-....---.... 79 1.90 6.7 150 .....do...... -....----....-...-..-.,... 61 1.52 6.5 93 .....do...... 47 1.11 5.0 52 .....do...... 144 1.60 6.7 231 ..... do...... 90 1.81 6.3 163 D. H. West ...... 92 1.71 5.9 157 .... .do ...... 97 1.56 5.9 151 October 8...... do ...... 74 1.69 5.8 125 ..... do...... 63 1.32 5.6 83 .....do....-....---.-..---...-..-..----...... 70 1.39 5.7 97 .....do...... 65 1.23 5.7 80 October 20...... do...... 68 1.24 5.7 84 October 23...... do ...... 73 1.30 5.8 ' 95 October 26...... do...... 84 1.50 5.9 126 .....do...... 88 1.67 5.9 147 ..... do...... 101 1.71 6.2 173 .....do...... -.....--....:.... 94 1.86 6.2 175 .....do...... ;...... 255 2.90 7.1 740 .....do...... 204 3.27 7.05 667 .....do...... 232 2.51 7.0 582 .....do...... --....---....-....--...... 210 2.28 6.8 479 .....do....-.....----...---..-.--..-.---...... 196 2.45 6.8 481 .....do...... 241 2.52 7.0 607 .....do...... 548 2.96 7.6 1,624 ..... do...... 201 2.68 6.9 539 .... .do ...... 446 3.42 7.7 1,527 Geo. W. King...... 317 2.57 7.3 815 .... .do ...... 249 2.14 7.2 633 .... .do ...... ----...---..----..-----...-.. 228 2.60 7.2 593 ..... do..... -....--.....---...--...- -..-..---- 220 2.74 603 ..... do... --....---....---...--.-..--....--.-- 347 2.22 7.5 770 .... .do ...... 275 2.26 7.3 621 .....do...... ----....----...-....--.-..... 315 2.05 7.4 647 .....do...... --.-.....-.....-..--...... -.- 127 1.81 6.9 230 .....do...... 93 1.90 6.5 177 .....do...... 105 1.77 6.5 186 EIO GEATSTDE BASIN. 47

Daily gage height, in feet, of Bio Grande near San Martial, N. Hex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

QC 0 fiC 1...... 7.7 8.0 8.8 8 .OO 10.35 12.6 o. UG 6.75 6.4 6.1 7.7 2...... 7.7 7.9 8.75 8.9 10.5 12.2 7.75 6.9 6.15 6.1 7.4 3...... !...... 7.8 7.9 8.65 9.1 10.65 11.95 7.6 7.15 ...... 6.1 6.2 7.3 4...... 7.95 8.0 9.1 8.85 11.25 11.5 7.5 7.15 6.0 6.35 7.2 5...... 8.0 8.0 9.05 8.65 11.5 11.45 7.45 7.0 5.95 6.45 7.2 6...... 7.95 8.05 8.95 8.5 11.45 11.55 7.4 7.15 6.8 5.95 6.5 7.15 7...... 7.8 8.65 8.9 8.4 10.7 11.9 7.35 7.0 7.3 5.9 6.65 7.25 10 Q 8...... 7.9 8.45 8.95 8.5 10.15 L£t. O 7.3 7.05 6.7 5.8 6.9 7.25 9...... 7 9 8.15 9.25 8.75 9.9 12.7 7.2 7.4 6.T 5.7 7.05 7 15 10...... 8.05 7 Qc: 9 25 9.05 10.1 J^.1O OOCC ?.05 7.2 6.85 5.6 6.75 7.3 10 c 11...... 8.15 7.9 8.80 9. 45 10.3 i£t. O 6.9 7.0 6.5 5.6 7.05 7.3 QC 12...... 8.1 8.0 8.6 9.65 10.45 li.19 OO3^ 6.8 6 . yo 6.1 5.7 7.0 7.2 13...... 8 1 7.8 8.8 9.95 10.1 11 9 6.8 6.8 5.4 5. 7 69 7.3 14...... 8.05 7.65 8.75 9.65 10.3 11.3 6.7 6.75 0.c OQ 5.7 6.95 7.3 15...... 8.0 8.0 8.6 9.55 10.25 11.0 6.6 6.55 5.75 6.9 7.45 16...... 8.0 7 9 8.65 9.7 10.65 10.4 6.6 6 45 5.7 6.8 7.5 17...... 8.05 8.0 8.95 9.2 10.85 10.05 6.5 6.4 5.7 6.8 7.4 18...... 7.9 8.0 9.2 9.1 11.1 9.7 6.4 6.3 5.7 6.8 7.3 19...... 7.9 8.1 9.15 9.15 11.45 9.3 6.3 6.2 5.7 6.8 7.4 20...... 7.8 8.25 9.15 9.3 11.85 9.4 6.2 6.1 5.7 6.8 7.4 21...... 8.0 8.15 8.8 9.4 12.35 9.35 6.2 6.0 5.7 6.8 7.4 22...... 8.0 8.05 8.7 9.5 12.75 9.0 6.1 5.85 ...... 5.8 6.9 7.25 23...... 7.95 7.95 8.75 9.7 12.95 8.8 6.2 5.7 5.8 7.0 7.2 24...... 7.9 8.0 9.0 10.3 13.05 8.7 6.35 5.6 5.75 8.65 6.9 25...... 7.9 8.8 8.9 11.0 12.65 8.55 6.2 5.6 5.8 7.75 6.5 26...... 7.9 8.6 8.75 10.45 13.15 8.35 6.4 7.55 5.9 7.6 6.4 27...... 7.9 8.45 8.6 10. 15 13.2 8.2 6.25 ...... 7.3 5.9 7.3 6.5 28...... 7.9 8.55 8.6 9.95 13.2 8.2 6.1 6.2 5.95 6.95 6.5- 29...... 7.95 8.7 10.0 13.15 8.1 6.1 6.7 6.05 6.95 6.5 30...... 8.0 8.8 10.2 13.0 8.0 6.0 6.55 6.05 7.7 6.5 31...... 8.0 8.7 13.0 5.9 ...... 6.15 ------6.5

NOTE. No flow August 25 to September 5 and September 15-24 48 STREAM MEASUREMENTS I1ST 1905, PART X.

Daily discharge in secondr-feet of Bio Grande near San Martial, N. Mex.,for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 370 9 910 7,500 2,770 405 0 180 160 1,530 2 780 9 Q7H 7,630 1,990 0 170 160 990 3...... «530 ol 600 o645 0 165 a 175 o815 650 '2,560 17,110 1,375 645 0 160 220 680 5...... 930 1,260 0 "a 160 260 610 6...... o625 ol 145 a 645 180 «155 285 o505 7...... 470 4 600 1,730 1,045 570 o320 150 375 585 8...... 570 .2,130 04 630 965 580 150 "125 550 605 9...... "570 al iso o785 o700 ol50 105 o690 o565 10...... 830 790 04 q9Q 9 630 665 670 195 85 450 655 11...... 1,005 070 545 o95 a85 o665 655 12...... o920 « 770 o465 o710 50 95 580 «605 13...... 920 500 16,370 465 620 10 95 510 660 14...... 800 290 3,500 13,570 370 590 5 o95 o550 660 15...... o690 o570 o275 "470 0 95 530 o740 16...... 690 560 3,370 11,880 275 350 0 85 480 770 17...... 760 740 230 255 0 aSO 0480 695 18...... « 545 o830 o3,600 a 190 o!45 0 80 480 o620 19...... 545 880 3,490 10,950 185 125 0 85 480 645 20...... 440 980 3,490 4,140 16,550 10, 170 180 110 0 «85 o480 645 21...... o840 o2,720 «17,350 o8,810 0 85 480 o645 22...... 9 finn 4 840 or> jnn 7,480 170 0 o95 540 1 515 23...... 710 "28,600 25 0 95 o605 445 24...... o535 olO,280 o 160 0 90 3,720 o230 25...... 3,220 9 780 14, 160 120 0 a 50 105 ol,920 175 26...... 570 9 gOO 9 490 120 0 470 o!25 1,620 160 27...... a 590 o2,200 97 100 oSO 0 o400 135 1,160 o!75 28-...... 2,280 70 145 o620 180 29...... 2,560 90 ant) 3,070 o230 160 620 185 30 2,840 65 160 ol,530 ol85 31...... "675 02,720 o65 0 a 170 185

J Meter measurements. Estimated monthly discharge of Bio Grande near San Martial, N. Mex., for 1905.

Discharge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

1,005 370 636 39, 114 3,220 290 1,150 63,868 5,620 2,200 3,544 217,904 April ...... 14,160 1, 730 4,695 279,392 29,070 7,500 15, 649 962,221 19, 970 2,640 12,004 714, 268 July ...... 2,770 65 582 35,782 710 0 327 20,093 470 0 89 5,276 180 80 120 7,349 3,720 160 713 42,397 1,530 160 559 34,344

29,070 0 3,339 2,422,008 EIO GBANDE BASIN. 49

RIO GRA1STDE NEAR EL, PASO, TEX. This station was located at the pumping house of the smelter company, 3 miles north of El Paso, Tex. The bed of the stream here is composed of mud, constantly shifting and changing. May 1, 1897, the station was placed under the charge of W. W. Follett, con­ sulting engineer, International (Water) Boundary Commission, and by him removed 1 mile farther up the river to Courchesne's limekiln. The left bank of the river is formed by the loose rock fill of the Atchison, Topeka and Santa Fe Railway embankment and will not overflow. The right bank is not so good, being made ground and subject to overflow. The bottom of the river here has also proved unstable, scour­ ing on a rise and filling on a fall of the river. During the spring flood of 1905 the right bank began to erode and receded about 60 or 80 feet. This has left a bad low-water section. There is a large shifting bar about mid stream. It is still the best site for a station in the vicinity of El Paso, however, as the entire bed is constantly shifting for many miles above and below. On account of the shifting bed the only accurate method of estimating the daily discharge is by taking a large number of measurements. In extreme high water the bottom overflows slightly for a width of 200 feet beyond the right cable support. Discharge measurements are made by means of a cable of 410 feet span, car, tagged wire, and guy wire. The initial point for soundings is the cable support on the left bank. River heights were measured at the masonry pump-foundation pier. The pier was torn down in October, 1902, so an inclined wooden gage was established some 60 feet upstream. This is a timber bolted to steel bars set with cement in holes drilled in solid rock. The range between high and low water is about 11 feet. The bench mark is a one-half inch iron bolt set in solid rock at the head of the gage; elevation, 13.00 feet above the datum of the

The observations at this station during 1905 have been made under the direction of the United States section of the International (Water) Boundary Commission. The hydrog- rapher is W. L. Follett and the gage reader is Valmore Courchesne. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann Annual Report; Bull=Bulletin; WS=Water- Supply Paper).: Cross section: Ann 18, iv, p 258. Description: Ann 14, iv, p 114; 18, iv, pp 257-259; Bull 131, p 46; 140, p 178; WS 16, p 132; 28, p 120; 37, pp 283-284; 50, p 352; 66, p 70; 84, p 181; 99, pp 378-379; 132, pp C7-68. Discharge: Ann 1$ iv, p 259; Bull 140, p 179; WS 16, pp 132-133; 28, p 120; 37, p 284; 50, p 353; 66, p 70; 84, pp 181-182; 99, pp 379-381; 132, pp 08-69. Discharge, mean daily: WS 132, p 70. Discharge, monthly: Ann 11, ii, p 99; 12, ii, pp 350,360; 13, iii, p 94; 14, iv, pp 114-115; 19, iv, p 390; 20 iv, pp 358, 372; 21, iv, p 262; 22, iv, p 353; WS 75, p 155; 84, p 183; 99, p 382; 132, p 71. Discharge, yearly: Ann 11, ii, p 54; 13, iii, p 99; 20, iv, p 58. Gage heights: Bull 131, p 47; 140, p 179; WS 11, p 67; 16, p 133; 28, p 128; 37, p 284; 50, p 353; 66, p 70; 84, p 182; 99, pp 381-382; 132, p 69. Hydrographs: Ann 12, ii, p 280; 14, ii, p 114; 19, iv, p 390; 21, iv, p 263; 22, iv, p 353; WS 75, p 156. Rating tables: Ann 19, iv, p 389; Bull 131, p 47. Sediment observations: Ann 11, ii, p 57. 50 STREAM MEASUREMENTS IN 1905, PAKT X.

Discharge measurements of Rio Grande near El Paso, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Peet. feel. 224 1.64 6.4 367 228 1.68 6.3 384 January 11 ...... do ...... 316 2.42 7.2 765 January 14 ...... do...... 395 2.57 7.6 1,014 314 2.45 7.2 769 January 21 ..... 1 .... .do ...... 267 2.34 7.0 625 January 24...... do ...... 225 - 2.05 6.4 461 January 28...... do...... 226 2.38 6.7 538 .....do...... 210 2.18 6.5 458 Februarys..... 222 2.20 6.6 488 February 7...... do ...... 223 2.20 6.6 490 February 10...... do...... 268 2.49 7.0 668 February 12...... do...... 404 2.52 7.6 1,017 February 15.... do 274 2.14 6.8 587 February 19...... do...... 293 2.46 7.2 721 February 21...... do...... 464 2.71 8.0 1,258 February 25...... do...... /...... 360 2.45 7.4 881 February 28...... do...... !...... 438 3.11 8.15 1,364 March 3 ...... do...... 588 4.36 9.2 2,562 March 8 ...... do ...... 861 4.21 9.9 3,625 March 12...... do ...... 1,126 4.36 10.8 4,911 'March 15...... do...... 670 5.14 9.8 3,445 March 18...... do...... 582 4.78 9.8 2,782 March 21 ...... do...... 801 3.96 10.3 3,170 March 24 ...... do...... 690 3.34 9.7 2,307 March 31...... do...... 629 2.69 9.3 1,694 Aprils...... do...... 808 2.55 9.9 2,060 April 6...... 737 3.01 9.9 2,222 April 9...... do...... 516 2.76 8.9 1,423 "April 14...... do...... 798 3.67 10.35 2,932 April 17...... 804 4.23 10.6 3,397 April 20...... do...... 757 3.92 10.3 2,971 April 24...... do...... 820 4.39 10.9 3,596 April 29...... do...... 1,295 5.42 12.75 7,014 May2...... do...... 912 5.67 11.4 5,170 .....do...... 1,253 5.18 12.5 6,490 .....do...... 1,633 5.97 13.5 9,755 May 12...... do...... 1,063 5.50 11.5 5,847 .....do...... 1,385 4.40 12.0 6,098 May 20...... '.... do...... 1,201 5.05 12.3 6,065 May23...... do...... 1,715 5.67 13.9 9,717 May25...... do...... 1,870 5.27 14.6 9,859 .....do...... 3,722 4.51 15.6 16, 795 .....do...... 4,094 4.62 15.9 18,924 June 2 a ...... do...... 3,806 5.44 16.1 20, 722 June 6...... do...... 2,930 5.46 14.35 15,993 .....do...... 2,738 6.43 14.8 17,609 .....do...... 3,549 6.67 14.9 23,683 .....do...... 3,607 6.54 14.9 23,591 .....do...... 2,517 6.73 13.85 16,935 June 21...... do...... 1, 162 6.29 12.4 7,312 .....do...... 1,151 4.97 11.1 5,724 .....do...... 1,080 4.23 10.5 4,565 a Includes overflow sections. Discharge measurements of Rio Grande near El Paso, Ter,., in 1905 Continued. ' Area c Mean Gage Dis­ Date. Hydrographer. sectior . velocity. height. charge.

Squar feet per Second- feet. second. Feet. feet. June 30...... 1,03 L 3.30 9.5 3,398 July 3 ...... do...... 93 7 2.55 8.9 2,388 July?...... do...... 6fi 3 2.07 8.1 1,383 July 10...... do...... 5C 2 2.04 7.6 1,024 .....do...... 36 5 1.91 7.4 694 .....do...... 2£ 9 1.58 7.1 471 July 19...... do...... 23 J 1.74 6.8 415 July 22...... do ...... 21 5 1.79 6.7 386 July 25...... do...... '.. 26 3 1.65 6.8 435 .....do...... 22 3 1.84 6.8 410 .....do...... r 4 1.50 6.5 261 9 1.33 6.3 198 .....do...... « 1.97' .....do...... 3fc 9 7.3 726 .....do...... 3C 7 1.86 7.0 572 W. L. Follett...... 45 1 2.04 7.7 979 2' W. W. Follett...... 0 1.81 ' 6.8 488 .....do...... 1£ 7 1.52 6.4 300 .... .do ...... lc 6 1.28 6.2 199 .....do...... K 3 1.19 6.0 146 .....do...... !...... 7 1.02 5.8 99 W. L. Follett...... 5 0.75 5.6 56 .....do...... 2 0.67 5.4 35 .....do...... 4 0.91 5.4 31 .....do...... !. 5 0.91 5.4 32 .....do...... 3 0.82 5.3 27 .....do...... !... 1 3 1.24 6.2 140 .....do...... !8 1.27 5.9 112 .....do...... 8 1.13 5.7 77 .....do...... 2 1.47 5.5 47 .....do...... 0 0.95 5.25 19 .....do...... 3 1.00 5.2 16 .....do...... 2 1.66 6.2 153 .....do...... 1 3 1.76 6.45 199 .....do...... !5 1.53 6.0 130 .....do...... 2 1.25 5.8 90 .....do...... 5 1.31 5.6 59 .....do...... 8 1.16 5.5 44 .....do...... 8 0.86 5.4 24 .....do...... 3 1.00 5.3 23 October 23 ...... do...... 7 1.15 5.35 31 .....do...... 0 1.30 5.4 39 October 29...... do...... 4 1.15 5.4 39 .....do...... 5 1.03 5.5 36 .....do...... 8 1.26 5.65 73 .....do...... « 1,37 5.85 114 .....do...... 1 18 1.36 6.2 202 .....do...... 2 16 1.83 6.75 395 .....do...... 2 17 1.58 6.7 342 .....do...... 2 )8 1.49 6.6 309 .....do...... 5 22 1.51 6.6 335 .....do...... 5 59 2.51 8.05 1,426 .....do...... 7 72 2.06 8.35 1,588 X)6C6Xn.l)6r 3 rln -._.. f 59 2.05 8.2 1,349 52 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Grande near El Paso, Tex., in 1905 Continued.

Area of Mean Gage Dis­ . Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. W. L. Follett...... 426 1.62 7.25 691 December 9...... do...... 374 1.45 6.9 541 .....do...... 375 1.59 7.0 595 .... .do ...... 352 1.63 7.0 572 .....do...... 335 1.73 7.0 581 .....do...... 334 1.65 6.95 550 December 24 ...... do...... 304 1.49 6.9 454 ..... do...... 300 1.62 6.9 486 .....do...... "...... 201 1.38 6.3 278

Daily gage height, in feet, of Rio Grande near El Paso, Tex., for 1905.

Day. Tan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 6.4 6.5 9.05 9.6 11.55 16.05 9.35 6.5 5.45 6.65 5.5 7.75 6.4 9 ° 9.9 16.1 9.15 6.4 5.4 6.4 5.6 7.65 3...... 6.4 6.55 9.15 9.85 11.6 15.95 8.9 6.35 5.4 6.25 5.6 8.2 4...... 6.3 6.5 9.4 9.65 15.4 8.7 6.3 5.4 6.1 5.65 7.9 5...... 6.25 6.5 9.7 9.7 12.15 14.95 8.6 6.3 5.4 6.0 5.7 7.55 6...... 6.25 6.5 9.6 9.9 12.45 14.25 8.45 6.4 5.4 6.0 5.7 7.25 6.3 6.6 9.6 12.9 13.85 8.2 7.3 5.4 5.9 8...... 6.3 6.6 9.95 9.25 13.3 13.85 8.05 7.15 5.4 5.8 6.0 7.0 9...... 6.3 G.7 10.1 8.9 7.85 6.95 5.4 5.8 6.05 6.9 10...... 6.85 7.25 7.65 7.05 5.3 5.65 6.2 6.8 11...... 7.2 8.05 9.0 14.5 7.6 7.0 5.3 5.6 6.3 6.85 12...... 7.2 7.65 10.8 9.2 14.9 7.6 7.65 5.9 5.6 6.35 7.0 13...... 8.05 7.3 10.4 9.75 11.65 14.75 7.45 7.4 5.95 5.55 6.65 7.05 7.7 7.0 14. Q 6.7 7.05 15...... 7.5 6.8 9.9 10.8 7.2 6.8 5.9 6.7 7.0 16...... 7.4 6.S 9.9 14.85 6.65 5.8 5.4 6.7 7.0 17...... 7.3 6.7 9.9 11.9 6.5 5.7 5.4 6.7 7.1 18...... 7.2 6.45 9 7 10.6 6.9 6.4 5.6 5.4 6.7 7.0 19...... 7.0 7.2 9.7 10.55 12.2 13.35 6.8 6.3 5.55 5.4 6.6 7.15 20...... 7.0 8.05 12.8 6.75 6.2 5.5 5.3 6.6 7.05 21...... 6.95 7.95 10.3 10.3 12.7 12.4 6.7 6.2 5.4 5.3 6.6 7.0 22...... 6.7 7.6 12.0 6.7 5.3 6.95 23...... 6.6 7.75 11.85 6.9 6.0 5.25 5.3 6.55 6.85 24...... 6.4 7.65 9.75 11.0 14.3 11.4 6.95 6.0 5.2 5.4 6.6 6.9 25...... 6.4 7.45 11.35 14.65 11.1 6.8 5.95 5.2 5.4 6.8 6.95 26...... 7.5 9 EC 19 1 ^ 15.0 10.7 5.8 6.9 6 9 27...... 6.75 7.65 9.75 13.0 15.3 10.5 6.6 5.8 5. 2 5.4 7.8 6.8 28...... 6.7 8.05 9.6 6.7 5.8 5.4 8.25 6.55 29...... 6.6 9.45 12.9 15.75 9.9 6.8 6.25 5.4 8.75 6.3 30...... 6.5 ' 9.3 15 9 9 6 6.55 6.05 5.45 8.3 6.3 31...... 6.5 ...... 9.3 15.9 6.5 5.5 5.5 6.2 BIO GRANDE BASIN. 53

Daily discharge, in second-feet, of Rio Grande near El Pdso, T ex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 405 460 2,390 1,880 5,380 20,270 3,150 260 40 230 o35 1,035 385 475 2,560 2,060 o5,170 020,720 2,810 230 o35 o!95 60 965 3...... a 475 o2,500 a2,030 5,410 20,320 02, 390 «215 35 170 60 ol,350 4...... 340 460 2,860 1,960 5,530 18,840 2,130 200 30 145 "75 1,140 5...... 330 460 3,320 2,040 6,070 17,620 2,000 200 "30 o!30 85 895 6...... 340 460 3,170 32, 220 o6,430 ol5,630 1,820 250 30 130 85 o690 7...... 370 a 490 3,700 1,980 7,800 14, 190 ol,510 « 725 30 110 o!15 625 8...... o385 490 o3,700 1,700 9,100 14,190 1,350 645 a 35 a 90 150 585 9...... 385 550 3,910 *1,420 o9,760 a!7,410 1,200 545 30 90 165 a 540 10...... 620 a820 4,910 1,370 8/590 18,300 ol,060 o595 30 65 o200 500 11...... o765 1,290 4,910 1,530 6,350 20,190 970 570 o25 o60 235 525 12...... 765 ol,050 o4,910 1,740 o5,850 o23,680 910 o950 olio 60 255 «595 13...... 1,290 860 4,330 2,310 5,960 23,050 i735 810 115 50 360 620 ol,075 a2 930 6,570 565 ollO o45 380 620 15...... 950 «585 "3,500 3,760 6,680 "23, 270 545 a 490 110 35 o38P "570 16...... "470 415 90 25 370 575 17...... 345 o75 a 25 355 630 18...... 430 a 300 60 25 a 340 o580 19...... 630 0415 250 50 25 310 655 20...... 9,970 400 200 a45 o25 310 605 21...... 6 980 385 o200 35 25 »310 a 580 22...... 1,000 3.170 2,970 8,360 6,820 o385 160 30 25 305 530 23...... 6,640 485 145 «20 o30 315 455 24...... o 460 1,035 o3,780 6,090 510 a 145 15 40 «335 «455 25...... 460 «910 2,080 olO °10 o5,720 a 435 130 15 40 485 480 26...... 500 975 2 080 5,900 4,950 385 100 a 15 o40 560 475 27...... 1,070 9 ^sn 7 f^nn 14,720 a A KflA 40 ol,240 a 450 28...... 0 1 CA 7,700 nlfi A.^C\ a 330 40 1,530 365 29...... o7,300 n cfifl a 40 1,870 280 30...... 460 140 40 "1,560 o280 31...... o460 ol, 690 45 40 ...... 245

« Meter measurements. Estimated monthly discharge of Rio Grande near El Paso, Tex., for 1905.

Discharge in isecond-feet. Month. Total in Maximum. Mil imum. Mean. acre-feet.

1,290 330 584 35,920 1,300 460 780 43,309 3,065' March ...... 4,910 1,690 188,489 April...... 7,700 1,370 3,326 197,911 May...... 18, 920 5,170 8,879 545,950 . 23,680 3,510 14,304 851, 147 July...... 3,150 260 956 58,800 August...... 950 45 322 19, 785 September. . . 165 15 56 3,322 October . . 230 25 69 4,225 November...... ------.- .._ - . . 1,870 35 428 25,458 December . . . 1,350 245 610 37,478

The yea 23,680 15 2,782 2,011,794 54 STREAM MEASUREMENTS IN 1905, PART X.

RIO GRANDE ABOVE PRESIDIO, TEX. .This station was established April 4, 1900, by the International (Water) Boundary Com­ mission. It was 9 miles above Presidio and above the mouth of Rio Conchos, one of the principal tributaries of the Rio Grande, and about 200 miles below El Paso. The station was in a straight stretch of the river, but in the bight of a long bend. In 1903 the river began to erode a cut-off across this bend and the spring flood of 1905 deepened this channel to such an extent that more water passed through it than through the station, and it be­ came necessary to abandon its location. In September, 1905, the station was moved 8 miles farther upstream and rebuilt. Its location is far enough above the mouth of Rio Conchos to be free .from the effects of backwater from that stream. The river is nearly straight for one-fourth mile above and below the new location. Both banks overflow slightly in extreme flood, but no large amount of water passes outside the measured section. The bed is shifting sand. The banks are fairly solid, but would erode if a heavy current should strike them. Discharge measurements are made by means of a cable, car, tagged wire, and guy wire. The initial point for soundings is the cable support on the left bank. The gage is an inclined scantling fastened to posts sunk in the ground. The bottom of the river was gage height 1.5 feet September 21, 1905, and marks showed high water to be 9.5 feet. The bench mark is the top of a mesquite post level with the ground back of the left guy-cable deadman; elevation, 9.35 feet above the datum of the gage. The observations during 1905 were made under the direction of the United States sec­ tion of the International (Water) Boundary Commission. The hydrographer was Jas. P. Hague, and the gage reader was Preciliano Spencer. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper): Description: WS 50, p 355; 66, p 72; 84, p 177; 99, p 373; 132, p 71. Discharge: WS 50, p 355; 66, pp 72-73; 84, p 178; 99, pp 373-375; 132, p 72. Discharge, mean daily: WS 132, p 74. Discharge, monthly: Ann 22, iv, p 354; WS 75, p 157; 84, p 179; 99, p 376; 132, p 75. Gage heights: WS 50, p 355; 66, p 73; 84, p 178; 99, pp 375-376; 132, p 73. Discharge measurements of Rio Grande above Presidio, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 158. 2.04 3.55 323 .....do...... 145 2.03 3.4 295 .....do...... 143 1.96 3.4 280 .....do...... 140 1.91 3.3 267 .....do...... 167 2.07 3.6 346 .....do...... 213 2.98 4.2 634 .....do...... 205 2.70 3.95 554 .....do...... 186 2.52 3.8 469 .....do...... 171 2.29 3.7 392 .....do...... 163 2.28 3.55 371 .....do...... 169 2.09 3.55 354 .....do...... 171 2.35 3.7 401 .....do...... 155 2.06 3.5 320 .....do...... 159 2.13 3.5+ 335 .....do...... 163 2.12 3.55 349 .....do...... 200 2.71 3.9 541 February 20...... do...... 161 2.37 3.6 381 June 17« ...... do...... 1,489 4.10 8.8 6,109 June21a ...... do...... 1,353 3.61 8.6 4,888 a Channel only. Bottoms overflowed. The channel was carrying leas than 50 per cent of the total dis­ charge at the station. The actual discharge was computed from daily gage heights, the flow of lower Preside station, and of Conchos River. EIO GRANDE BASIN. 55

Discharge measurements of Rio Grande above Presidio, Tex., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Sqitar e Feet -per Second- feet. second. Feet. feet. June 24 « ...... Jas. P. Hague...... 1,31 i2 3.34 8.5 4,411 .....do...... 1,31)1 3.33 8.5 4,331 July la ...... do...... 1,2< >') 2.97 8.2 3,771 July 5 a ...... do...... l,Qt)? 2.43 7.0 2,668 July 8<* ...... do...... 9 17 1.93 6.2 1,774 'I July 11...... do...... 6 2.13 5.0 1,432 July 14...... do...... 4.12 2.91 4.2 1,226 July 17...... do...... 5 26 3.48 5.6 1,830 July 19 & ...... do...... 6 33 3.61 6.05 2,285 July 21 ...... do...... a]7 3.58 5.5 1,814 July 24...... do...... 4 6 3.37 5.2 1,537 July 27 ...... do...... 2 5 3.16 3.65 932 July 30...... do...... 2 0 3.14 3.6 912 August 2 ...... do...... 3, 8 2.67 3.7 903 .....do...... 3, 3 2.79 3.7 929 .....do...... 2 2 2.02 2.6 469 August 10...... do...... 2 15 2.36 2.7 555 August 13...... do...... 2 !3 1.87 2.6 416 .....do...... 2, i9 2.12 3.0 549 .....do...... 2 15 2.13 3.0 565 .....do...... 2 to 2.03 2.8 528 .....do...... 2 !5 1.89 2.4 426 .....do...... 2 )1 1.61 2.15 323 .....do...... 2 13 1.59 2.2 339 .... .do...... ~...... 1 27 1.57 1.8 200 .....do...... 1 71 1.77 2.3 302 .....do...... 4 19 4.09 5.4 1,712 .....do...... 2 32 2.20 3.15 620 .....do...... 277 2.13 3.0 590 .....do...... 70 1.51 1.5 106 September 18...... do...... 80 1.69 1.5 135 .....do...... 71 1.56 1.5 111 September 26 c...... do...... 75 1.57 3.0 118 .....do...... 65 1.66 2.9 108 .....do...... 63 1.52 2.75 9ti .....do...... 54 1.44 2.7 78 October 8 ...... do...... 63 1.41 2.7 89 October 11 ...... do...... 66 1.39 2.7 92 October 14 ...... do...... 53 1.38 2.7 73 .....do...... 56 1.30 2.7 73 October 20 ...... do...... 62 1.29 2.7 80 October 23 ...... do...... 58 1.31 2.7 76 October 29 ...... do...... 45 1.16 2.6 52 .....do...... 46 1.11 2.6 51 November 5 ...... do...... 33 1.09 2.5 36 .... .do...... 48 1.23 2.65 59 November 11 ...... do...... 36 1.66 3.4 226 November 14...... do...... ; 64 1.59 3.5 260 a, Channel only. Bottoms overflowed. The channel was carrying less than 50 per cent of the total dis­ charge at the station. The actual discharge was computed from dai ly gage heights, the flow of lower Presidio station, and of Conchos River. 6 Channel only. Bottoms overflowed. Overflow ceased at 5.5 feet on gage Station moved 8 miles------farther up ^ Rio Grande and newv gafgage established 16 miles above mouth of Conchos. The new gage heights are not comparable with old. NOTE. No measurements were made during March, April, and May, 56 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of the Bio Grande above Presidio, Tey., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 135 1.72 3.4 232 .....do...... 109 1.31 3.1 143 .....do...... 101 1.29 3.0 130 .....do...... 98 1.31 3.0 128 .....do...... 90 1.29 2.9 116 .....do...... 213 " 2.07 3.8 441 .....do...... 320 2.54 4.4 813 .....do...... 291 2.50 4.3 728 .....do...... 328 2.67 4.4 875 .....do...... 227 2.52 4.0 571 .....do...... 204 2.34 3.8 478 .....do...... 251 2.31 4.2 581 .....do...... 228 2.49 4.15 567 December 28...... do...... 216 2.55 4.15 551 .....do...... 192 2.57 4.0 494

Daily gage Jteight, in feet, of Bio Grande above Presidio, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 3.7 3.45 6.25 7.8 7.85 8.15 3.3 1.7 2.8 2.6 3.2 2...... 3.7 3.55 4.35 6.0 7.85 8.0 7.9 3.95 1.65 2.75 2.6 3.4 3...... 3.55 3.5 4.75 5.75 8.0 8.1 7.6 2.85 2.0 2.7 2.6 3.8 4...... 3.5 3.5 - 4.5 5.95 8.2 7.3 3. 25 2.1 2.7 2.5 4.3 3.4 3.65 5.8 6.3 7.9 8.25 6.8 3.6 2.45 2.7 2.55 4.4 6...... 3.4 3.7 6.3 6.45 8.1 8.5 6.6 2.9 1.7 2.7 2.6 4.4 7...... 3.4 3.65 6.6 6.25 8.1 8.6 6.45 2.85 5.95 2.7 2.6 4.45 8...... 3.4 3.55 7.45 6.2 8.75 6.15 2.7 4.15 2.7 2.65 4.3 9...... 3.4 3.5 7.25 6.1 7.9 8.8 5.75 2.85 5.6 2.7 3.55 4.3 10...... 3.4 3.55 7.4 6.25 7.75 8.85 5.3 2.65 3.15 2.7 3.5 4.2 11...... 3.4 3.55 7.8 5.85 7.65 8.9 4.95 2.55 2.8 2.7 3.4 4.25 12...... 3.3 3.4 7.9 5.5 7.7 8.85 4.7 2.6 3.05 2.7 3.6 4.35 13...... 3.3 3.5 8.0 5.3 8.0 9.05 4.5 2.9 2.95 2.7 3.55 4.1 14...... 3.3 8.15 5.0 8.0 9.05 4.15 2.6 2.25 2.7 3.45 4.0 15...... 3.45 3.55 8.2 4.9 8.1 8.8 7.65 2.6 1.7 2.7 3.75 4.05 16...... 3.6 3.8 8.0 5.15 8.75 5.8 2.9 1.55 2.7 3.65 3.95 17...... 3.95 3.9 8.2 5.6 8.2 8.8 6.7 3.9 1.65 2.7 3.45 3.8 18...... 4.25 4.0 7.95 6.15 8.15 8.5 4.75 3.35 1.5 2.7 3.5 3.85 19 4.15 3.75 7.85 6.9 8.2 8.75 6.45 2.95 2.15 2.7 3.4 3.8 20...... 4.0 3.6 7.8 7.65 8.25 8.7 8.05 3.1 1.65 2.7 3.15 4.15 21...... 3.95 3.7 7.55 7.6 7.65 8.65 5.2 2.8 1.5 2.7 3.1 4.25 22...... 3.9 3.6 7.3 7.75 7.8 8.8 4.0 2.7 1.4 2.7 3.1 4.2 23...... 3.8 3.55 7.45 7.7 7.65 8.65 4.85 2.6 1.2 2.7 3.0 4.2 24...... 3.8 3.4 7.65 7.45 7.5 8.55 5.5 2.35 1.2 2.7 3.0 4.15 25...... 3.75 4.25 7.65 7.4 7.5 8.5 6.55 2.25 1.2 3.0 4.15 26...... 3.7 4.25 7.55 7.4 7.5 8.45 4.45 2.0 «3.0 2.6 3.0 4.2 27....."...... 3.75 4.15 7.2 . 7.75 7.55 7.95 3.65 2.15 3.0 2.6 3.0 4.25 28...... 3.6 4.1 6.7 7.85 7.6 7.7 3.65 1.8 2.9 2.6 3.0 4.15 3.6 6.4 8.0 7.5 7.55 1.9 2.9 2.6 2.95 4.1 30...... 3.55 6.35 7.85 7.6 7.8 3.6 2.35 2.8 2.6 2.9 4.05 01 3 C 6.3 7 7^' 3.6 1.85 2.6 4.0

o September 26 this station was moved 8 miles farther up the Rio Grande and a new gage was estab­ lished. The new gage heights are not comparable with the old. EIO GEANDE BASIN. 57

Daily discharge, in second-feet, of Bio Grande above Presidio, Tex., for 1905.

Day. Jan. Feb. Mar. « Apr. 6 May. c June, d July.« Aug Sept. Oct. Nov. Dec.

1...... 355 330 580 1,580 2 7CA 5,850 76,400 180 100 750 225 2...... 355 /355 650 1,470 2 QCf| 5,400 n nnf 7170 795 50 295 3...... 7325 idft 800 3,100 4,200 £71 85 50 7440 4...... 315 340 700 6,900 741 260 80 35 755 5...... 295 7385 1,310 7 480 72,970 7330 740 815 6...... 7295 400 1,580 1,850 o rrin 180 80 50 7815 7...... 290 380 1,760 1,730 3,600 c7< 72,260 85 50 855 285' 8...... /340 2,310 1,700 3,700 10,620 72,280 75K 1,070 790 760 730 9...... /280 325 2,180 1,640 3,600 11,200 1,880 59; 1,910 90 270 7730 10...... 280 345 2,270 1,730 3,550 11,780 1,610 753; 7620 90 255 670 11...... 280 /350. 2,810 1,510 3,550 12,360 71,420 46f 550 790 7225 735 12...... /265 315 2,960 1,340 3,700 12,540 1,350 44; 600 85 295 7835 13...... 265 335 3,110 1,240 4,100 13,700 1,300 751; '7575 80 280 645 14...... 265 /360 3,330 1,090 4 200 13,700 71,210 41f 350 775 7245 570 15...... /305 345 3,430 1,040 4,400 12,600 4,200 41.' 170 75 335 610 16...... 345 480 3,110 1,160 4,450 12,400 2,030 75U 120 75 305 7535 17...... 515 /540 3,430 1,390 4,700 712,600 73,150 91.' 165 775 7245 480 18...... /660 590 3,030 1,670 4,750 11,400 1,370 70( 7135 75 260 505 19...... 615 460 2,880 2,120 4,900 12,300 72,850 754J 320 75 230 7480 20...... 570 /380 2,810 2,640 12,100 5,000 601 160 780 7160 570 21...... 7555 430 2,430 2,610 4,550 711,900 71,540 53( 7110 80 145 595 22...... 525 380 2,220 2,710 4,800 12,500 1,070 7501 110 75 145 7580 23...... 470 355 2,320 2,680 4,750 11,900 1,410 47.' 100 /75 7130 580 24...... /470 315 2,580 2,500 4,700 711,500 71,810 41( 110 75 130 7565 25...... 430 680 2,580 2,470 4,800 10,800 3,000 /36J 120 60 130 560 26...... 390 680 2,430 2,470 4,900 10,100 1,250 W. 7120 55 7130 585 27...... /430 640 2,150 2,710 5,050 77,600 7930 f32l 120 55 130 610 28...... 375 620 2,780 5 200 930 21( Kf\ 130 7550 29...... 375 1,640 2,890 5,200 5,500 910 94', 7110 750 7120 530 30...... /370 1,610 2,780 5,400 6,000 7910 fm 100 50 115 510. 31...... 355 1,580 5,650 910 23( 50 7495

« Discharge computed from former measurements and checked by d scharge of the lower Presidio station. 6 Discharge computed from measurements of June and July, 1903. c Water flowing across bottoms during the. whole month. Discharge computed from those of the lower Presidio station, due allowa'nce being made for flow of Rio Conchos. d Over 50 per cent of the water passing this station during June was outside of chan:mel. Discharges obtained by combining gage heights with flow at the lower Presidio static:ion and of the Conchos. « Discharge for gage heights above 5.5 feet when water leaves main channel above station and flows across bottom was obtaiDed by combining gage height with flow at the lowe: Presidio station and of the Conchos. 7 Meter measurements. 58 -STREAM MEASUREMENTS IN 1905, PART X.

Estimated monthly discharge of Rio Grande above Presidio, Tex., for 1905.

Discharge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

January ...... 660 265 384 23,613 680 315 421 23,395 March ...... 3,430 580 2,206 135,669 2,890 1,040 1,937 115,259 5,650 2,750 4,253 261,521 13,700 5,500 10, 154 604,225 July...... 6,400 910 2,329 143,207 1,000 210 523 32, 152 2,260 100 382 22,760 October ...... 100 50 75 4,631 335 35 160 9,511 855 225 595 36,605

13,700 35 1,952 1, 412, 548

BIO CONCHOS NEAR OJINAGA, MEXICO. Discharge measurements of Rio Conchas 2 miles above mouth, 'near Ojinaga, Mexico.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second, 1905. feet. second. Feet. feet. June 18 ...... 527 1.77 2.5 935 .....do...... 472 1.26 2 2 594 .....do...... 294 .97 1.5 285

NOTE. Above measurements made to determine the inflow between the upper and lower Presidio stations. RIO GRANDE BELOW PRESIDIO, TEX. This station was established April 8, 1900, by the International (Water) Boundary Com­ mission. It is 6 miles below Presidio; also below the mouth of Rio Conchos and about 215 miles below El Paso. It is at the west end of the, canyon section of the Rio Grande. The discharge at this station minus the discharge at the station above Presidio, Tex., is the discharge of Rio Conchos, except at rare intervals, when some rain water enters the Rio Grande from the north. The river is fairly straight at the station and for one-fourth mile above and below. The right bank is a rocky bluff. The left bank is an alluvial deposit and overflows for 750 feet back from the river, where gravel hills are found. The bed is shifting sand and is affected by a drainage line called Alamos Creek, which reaches the river one-fourth mile below the station. This is subject to torrential floods, which bring large quantities of bowl­ ders and gravel into the Rio Grande, forming a temporary dam. This remains, throwing backwater onto the gage, until a flood in the river scours it out. Discharge measurements are made by means of a cable, car, tagged wire, and guy wire. The tagged wire is extended across the bottom on the Texas side to the foot of the gravel hills. The initial point for soundings is the tagged-wire support at the hills on the left bank. A boat is provided for measuring flood flow across the bottom. The gage is an inclined scantling bolted to posts sunk into the ground. There is an overflow gage at the gravel hills. This consists of

Discharge measurements of Rio Grande below Presidio Tex., in 1905.

Mean Gage Dis­ Date. Hydrographer. ^eaof velocity. height. charge. '

Square Feet per Second- feet. second. Feet. feet. 1.62 6.9 1,376 .... .do ...... 772 1.40 6.7 , 1,078 .....do...... 766 1.43 6.65 1,096 .... .do ...... 756 1.42 6 55 1,071 .....do...... 730 1.33 6.5 971 ..... do ...... 741 1.34 6.55 995 .... .do ...... 878 1.71 - 7.05 1,502 .... .do ...... 859 1.64 6.9 1,407 .... .do ...... 751 1.57 6.8 1,176 .....do...... 656 1.49 6.6 978 .... .do ...... 690 1.34 6.45 925 .... .do ...... 656 1.37 6.4 899 .....do...... 638 1.33 6.4 848 .... .do ...... 611 1.30 6.35 795 1.30 6.25 774 .... .do ...... 580 1.25 6.1 724 February 18 ...... do...... 838 1.63 6.9 1,366 ..... do ...... 976 1.99 7.5 1.945 June 20 ...... do ...... 2, 582 4.86 11.25 12,541 4.86 ' 11.2 12, 473 June 26 ...... 4.58 10.45 10,622 June29...... do...... 1 1,867 3.46 9.3 6,456 July 3 ...... do ...... 1, 680 2.37 8.3 3,980 July?...... do ...... 1, 582 2.03 7.9 3,219 July 10 ...... "do ...... 1, 321 1.57 7.5 2,073 July 13...... do ...... 1, 224 1.37 7.2 1,677 Julyy 16 ...... do.....^...... 1.346,._. 1.64 7.65 2,202 July 18...... '.....do...... 1.752 3.57 8.85 6,249 JulySO...... do ...... 2, 294 4.41 10.2 10, 128 July 22 ...... 4.45 10.1 9,910 July 25...... 5.55 11.2 14, 715 July 28...... do ...... 2, 705 6.05 11.65 16, 355 .... .do ...... 2, 259 4.62 10.3 10, 432 . . . . .do . .1 ...... 1,548 2.78 8.6 4,303 .....do...... 1,540 2.80 8.6 4,305 .....do...... 1,468 2.61 8.4 3,836 .....do...... 1,467 . 2.70 8.5 3,966 August 15 ...... do...... 1,857 5.02 10.0 9,319 60 STREAM MEASUREMENTS IN 1905, PART X.

Discharge 'measurements of Rio Grande below Presidio, Tex., in 1905 Continued.

Area of Mean Gage Date. Hydrographer. section. velocity. height.

Square ETO GEAJSDE BASIN. 61

Daily gage height, in feet, of Bio Grande below Presidii, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. .May. June. July. Aug Sept. Oct. Nov. Dec.

1...... 6.9 6.4 7.35 7.75 8.15 9.3 9.45 10.3 7.95 10.5 6.9 7.7 2...... 6.85 6.4 7.3 7.6 8.3 9.35 8.8 9.7 7/85 11.4 6.8 9.3 3...... 6.8 6.4 7.35 7.6 8.45 9.4 8.4 9.1 7.6 11.2 6.75 9.4 4...... 6.8 6.4 7.15 7.5 8.3 9.6 8.3 8.8 7.6 10.6 6.7 8.7 5...... 6.75 6.4 7.4 7.45 8.35 9.85 8.2 . 8.7 > 7.75 10.75 6.95 8.55 6...... 6.7 6.4 7.85 7.65 8.45 10.05 8.15 8.6 7.75 11.3 7.7 8.45 1...... 6.7 6.5 7.95 7.7 8.5 10.35 7.9 8.5 ) 9.4 11.0 8.8 8.25 8...... 6.65 6.45 8.1 7.65 8.55 10.5 7.6 8.5 9.55 9.75 9.8 8.15 6.6 6.35 8.15 7.65 8.5 10.75 7.65 8.3 > 11.35 9.05 10.3 8.0 10...... 6.6 6.3 8.1 7.65 8.65 11.15 7.55 8.5 11.3 8.85 10.7 7.85 11...... 6.55 6.3 8.15 7.6 8.6 11.55 7.5 8.6 10.75 8.65 11.6 7.8 12...... 6.5 6.25 8.25 7.45 8.55 11.7 7.3 8.5 ) 10.7 8.6 10.75 7.75 13...... 6.5. 6.1 8.2 7.4 8.6 12.15 7.2 9.0 10.45 8.3 9.3 7.7 14...... 6.5 6.1 8.25 7.4 8.7 7.2 9 C 10 45 9 3 7.6 15...... 6.5 6.1 8.4 7.4 8.8 12.35 8.8 10.2 10.45 7.9 9.55 8.05 16...... 6.5 6.3 8.3 7.35 8.8 12.0 7.8 10.0 10.06 7.75 9.2 8.85 17...... 6.55 6.95 8.6 7.4 8.9 11.35 10.35 10.4, ) 9.75 7.7 9.4 9.15 18...... 6.7 6.85 8.6 7.7 8.95 11.15 8.45 11.7 9.05 7.7 9.6 9.5 19...... b.85 7.45 8.45 7.8 8.95 11.25 9.4 10.9 8.85 7.65 9.2 10.0 20...... 7.05 7.45 8. 45 7.9 9.0 11.3 10.65 10.5 8.55 7.6 9.1 9.5 21...... 6.9 7.5 8.35 8.1 8.95 11.35 10.2 10.0 8.7 7.5 8.9 9.75 22...... 6.9 7.4 8. 15 8.1 9.0 11.45 9.85 9.6, ) 9.65 7.45 8.55 10.0 23...... 6.9 7.5 8.1 7.85 9.25 11.25 10.6 9.7 ) 11.95 7.35 8.25 9.4 24...... 6.9 7; 2 8.05 7.8 9.05 11.05 10.6 9.8 13.35 7.25 8.2 9.0 25...... 6.8 7.2 8.2 7.8 8.9 10.8 11.25 10.2 14.45 7.2 8.05 8.75 26...... 6.8 7.4 8. 15 7.95 8.9 10.5 11.4 9-7 13.25 7.15 7.8 8.65 27...... 6.75 7.5 8. 15 8.0 9.05 9.85 11.55 9.5 10.9 7.1 7.75 8.6 6.7 7.45 8.1 8.15 9.2 9.4 11.75 9n 10.3 7.0 7.65 8.45 29...... 6.6 7.9 8.1 9.1 9.3 11.05 ' 8. M 10.35 7.0 7.55 8.35 30 6.5 7.8 8.15 9.0 9.3 10.55 8.3, 11.3 7.0 7.7 8.15 31...... 6.45 7.7 9 15 10.3 8.1, 7.0 8.0

IHK 174 06 5

s X - 62 STKEAM MEASUREMENTS IN" 1905, PAET X.

Daily discharge, in secondr-feet, of Rio Grande Mow Presidio, Tex.,for 1905.

Day. Jan. Feb. Mar. Apr." May," June. July. Aug. Sept. Oct. Nov. Dec.

I...... 1,360 900 2,050 2,630 2,970 6,400 6,830 610,430 3,000 11,750 1,320 2,880 2...... 61,330 900 1,980 2,410 3,270 6,580 5,220 8,440 2,850 15,200 1,300 67,160 3...... 1,250 6900 2,050 2,380 3,650 6,770 64,230 6,100 62,450 614,130 61,290 7,420 4...... 1,220 880 1,7.50 2,230 3,270 7,510 3,980 65,020 2,510 12,080 1,270 5,560 61,130 860 2,130 2,140 3,390 8,450 3,790 4,840 2,810 12,570 1,710 65,150 6...... 1,100 6850 2,840 2,350 3,650 9,210 3,690 4,300 62,870 614,530 3,300 4,810 7...... 1,120 950 3,000 2,390 3,800 10,330 63,220 64,190 7,680 13,400 65,640 4,140 8...... 61,100 900 3,250 2,290 3,940 10,800 2,360 4,070 8,100 9,280 8,360 63,850 9...... 1,090 6800 3,330 2,260 3,800 11,400 2,500 63,670 13,140 66,970 9,720 3,480 10...... 1,080 790 3,250 2,260 4,230 12,360 62,210 4,070 13,000 6,370 610,810 63,110 11...... 61,070 790 3,330 2,200 4,090 13,410 2,070 4,300 611,440 5,830 13,500 3,000 12...... 1,010 6770 3,500 2,020 3,940 13,880 1,810 64,140 11,300 65,700 10,940 2,890 13...... 990 720 3,420 1,960 4,090 15,410 61,680 5,930 10,500 4,610 67,020 2,780 14...... 6970 720 3,500 1,960 4,380 16,940 1,680 7,900 610,500 3,820 7,020 62,560 15...... 970 6720 3,760 1,960 4,670 16,090 6,080 610,100 10,500 63,040 7,770 3,680 16...... 970 880 3,590 1,900 4,670 14,900 62,650 9,320 9,080 2,860 66,720 5,680 17...... 61,000 1,400 4,110 1,960 4,980 12,850 10,730 11,100 68,010 2,790 7,440 66,420 18...... 1,150 1,320 4,110 2,330 5,140 12,340 64,910 616,300 5,750 62,790 8,040 7,460 19...... 1,300 1,900 3,840 2,460 5,140 12,560 7,830 12,600 5,100 2,690 66,840 8,840 20...... 61,500 1,900 3,840 2,600 5,310 612,660 611,930 10,900 6 4, 130 2,590 6,530 67,720 21...... 1,410 61,950 3,670 2,890 5,140 12,810 10,130 68,910 4,610 62,400 5,900 8,400 22...... 1,410 1,870 3,330 2,890 5,310 13,100 69,160 7,920 8,790 2,310 64,840 9,080 23...... 61,410 1,990 3,250 2,530 6,210 612,600 12,080 8,200 619,140 2,130 4,000 67,630 24...... 1,360 1,710 3,160 2,460 5,490 12, 120 12,080 68,340 23,870 6 1,950 3,850 6,520 25...... 1,220 1,730 3,420 2,460 4,980 11,510 614,900 9,700 27, 170 1,860 63,430 5,830 26...... 61,180 1,950 3,330 2,670 4,980 610,770 15,440 68,160 22,130 1,770 2,920 5,560 27...... 1,130 2,070 3,330 2,740 5,490 8,470 15,990 7,520 612,300 1,680 2,880 65,430 28...... 1,080 2,040 3,250 2,970 6,030 6,810 616, 750 66,250 9,540 61,500 62,790 4,900 29...... 6980 2,920 2,890 5,670 66,460 13,960 4,800 9,770 1,450 2,690 4,550 30...... 950 2,760 2,970 5,310 6,460 11,960 4,120 14, 130 61,400 2,880 63,850 31...... 6930 10,960 63,430 1,350 3,530

« Daily discharges computed from measurements of November, 1904, and June, 1905. 6 Meter measurements. Estimated monthly discharge of Rio Orand.e below Presidio, Tex., for 1905.

Discharge in second-feet. Total in Month. Maximum. Minimum. Mean. acre-feet.

1,500 930 1,154 70,949 2,070 720 1,256 69, 739 4,110 1,750 3,150 193, 686 April...... 2,970 1,900 2,405 143, 127 6,210 2,970 4,608 283,319 16,940 6,400 11,065 658,433 July...... :...... 16, 750 1,680 7,510 461, 772 16,300 3,430 7,260 446,420 27,170 2,450 9,872 587,445 15,200 1,350 5,574 342,744 13,500 1,270 5,424 322, 750 9,080 2,560 5,286 325,031

27, 170 720 5,380 3, 905, 415 EIO GRANDE BASIN. 63

RIO GRANDE NEAR LANGTRY, TEX.

This station was established in April, 1900, by the International (Water) Boundary Corn- mission. It is located one-half mile south of Langtry station, or the southern Pacific Kail- road, and is about 440 miles below El Paso, Tex., at the east end of the canyon section of the Kio Grande, an4 a short distance to the west of the mouth of Pecos Kiver, one of the principal tributaries of the Kio Grande. The river is nearly straight for 1 mile above and one-half mi 3 below the station. The right (Mexican) banjj is a rock bluff. The left bank is alluvial < jposit for 200 feet back to a rock bluff. The bed of the river is shifting sand, as is also the left bank. Discharge measurements are made by means of a cable of 490 feet span, car, tagged wire, and guy wire. The initial point for soundings is the pole supporting the cable on the left bank. The gage is a vertical staff, bolted to the bluff on the right bank, It is read from the left bank with the aid of field glasses. The range between high and low water is about 36 feet, The highest recorded gage is 36.5 feet, September 13, 1904. The bottom begins to over- flow at gage height 2^-5 feet and the overflow extends 110 feet back from the cable pole, This bottom is densely wooded. The bench mark is a cross cut on a large bowlder at the bluff on the Texas si^le, in line with the cable; elevation, 40.56 feet above the datum of the

Observations during 1905 were made under the direction of the United States section of the International (^ater) Boundary Commission. The hydrographer was E. E. Winter and the gage reader was W. H. Dodd. Information in regard to this station is contained in the foL owing publications of the United States Geological Survey (Ann == Annual Keport; WS=Water-Supply Paper):

Description: WS 50, p 357; 66, p 75; 84, p 172; 99, p 365; 132, p 80. Discharge: WS 50, p 357; 66, pp 75-76; 84, pp 172-173; 99, pp 365-367; 132, bp 80-81. Discharge, mean daily: WS 132, p 83. Discharge, monthly: Ann 22, iv, p 355; WS 75, p 160; 84, p 174; 99, p 368; J132, p 83. Gage heights: WS 50, p| 358; 66, p 76; 84, p 174; 99, pp 367-368; 132, p'82.

Discharge measurements of Bio Grande near Langtry, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. January 2 ..... E. E. Winter...... 658 2.36 1.6 1,552 January 6...... do|...... 642 2.30 1.55 1,474 January 11 ...... doL...... 618 2.02 1.4 1,248 January 14 .... 625 1.93 1.3 1,207 January 19 ...... doL...... 585 1.88 1.1 1,097 January 23 .... 628 2.06 1.4 1,296 January 28 ...... doL...... 587 2.10 1.5 1,234 February 2 ...... dot ...... 607 1.72 1.3 1,045 February 6 .... 568 1.62 1.2 922 February 10 ...... do...... 571 1.59 1.2 909 .....doL ...... 531 2.02 1.1 1,070 February 18 ...... do;...... 520 1.95 1.0 1,012 February 25 ... 713 2.71 1.9 1,932 March 6 ...... do;...... 840 2.49 2.2 2,091 March 10 ...... do[...... 1,162 3.28 3.1 3,810 .....doL...... 1,187 3.21 3.3 3,810 March 19 ...... do...... 944 3.00 3.0 2,831 March 23 ...... doi...... 968 3.07 3.0 2,976 March 28 ...... dol...... 883 2.83 2.7 2,496 Aprils...... 732 2.46 2.3 1,800 64 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Orande near Langtry, Tex., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. April?...... E. E. Winter ...... 789 2.62 2.0 2,068 April 11 ...... 774 2.84 1.9 2,200 April 15 ...... 777 2.94 1.9 2,283 April 20 ...... 791 2.99 1.7 2,365 April 24 ...... 956 2.99 2.4 2,860 April 27...... 889 2.97 2.4 2,640 May 2...... 957 3.14 2.6 3,005 May 6...... 1,037 3.59 2.7 3,728 May 10«...... 868 2.86 3.4 2,486 May 15...... do...... 1,087 3.57 3.3 3,881 May 19...... do...... 1,158 4.11 3.4 4,763 May 24...... do...... 1,184 3.81 3.5 4,509 May 29...... do...... 1,175 3.55 3.4 4,170 June 2 ...... do...... 1,120 4.25 3.8 4,759 JuneS...... do...... 1,532 5.01 5.2 7,671 June 12...... do...... 2,344 6.8 13, 278 June 16...... do...... 3,167 5.96 8.5 18,887 June 20...... do...... 2,538 5.09 7.1 12,925 June 24...... do...... 2,481 5.28 7.3 13, 105 June 28...... do...... 1,718 4.38 5.9 7,524 JulyS...... do...... 1,129 4.06 4.1 4,589 July 8...... do...... 984 3.58 2.8 3,518 July 14...... do...... 760 3.25 2.0 2,472 July 19...... do...... 1,056 3.36 3.2 3,550 July 24...... 1,403 4.65 4.8 6,524 July 29...... 1,659 5.16 6.1 8,567 .....do...... 1,350 4.45 3.9 6,004 .....do...... :...... 1,126 3.55 3.2 4,002 .....do...... 1,658 4.67 5.2 7,743 August 19 ...... do...... 1,724 4.92 5.55 8,480 .....do...... 1,433 4.74 4.4 6,788 .....do...... 1,444 4.75 4.5 6,864 .....do...... ' 997 3.61 2.7 3,597 .....do...... 848 3.47 2.15 2,942 .....do...... 1,643 4.52 5.65 7,431 .....do...... 1,355 3.95 4.4 5,359 September 22 ...... do...... 1,017 3.72 3.0 3,785 .....do...... 1,672 4.78 5.65 7,984 ^.... do...... 3,324 7.13 10.85 23,694 .....do...... 1,693 5.16 6.35 8,731 .....do...... 1,355 4.88 5.0 6,609 .....do...... 1:...... 1,310 4.71 4.65 6,169 .....do...... 1,035 3.71 3.25 3,840 October 19...... do...... 980 3.52 2.5 3,453 October 23..:...... do...... 818 3.34 2.0 2,733 October 28...... do...... 766 2.98 1.7 2,283 .....do...... 769 2.62 1.6 2,012- .....do...... 751 1.87 1.3 1,407 .....do...... 733 1.80 1.3 1,320 .....do...... 1,004 3.13 2.7 3,145 .....do...... 1,302 3.52 4.0 4,583 November 21...... do...... 1,342 3.64 4.1 4,888 a. Channel filled with mud washed in by local rains. BIO GKANDE BASIN. 65

Discharge measurements of Rio Grande near Langtry, Tex.l in 1905 Continued.

Dis­ Hydrographer. Argjof Mean Gage Date. velocity height. charge.

Sgi tare Feet per Second- Feet. second. Feet. feet. November 28... E. E. Winter 942 3.74 2.4 3,523 do 784 3.70 2.0 -2,902 H. F. Collins ...... "...... 839 3.87 2.1 3,248 1,047 3.83 2.85 4,008 .....do...... 931 3.75 2.2 3,493 .....do...... 817 3.59 2.0 2,937 .....dk...... 1,500 5.62 4.2 8,434 .....do...... 1,589 5.85 4.6 9,299 do 990 4.19 2.7 4,144

Daily gaffe JieigJit, infect, of Rio Grande near Langtr y, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug Sept. Oct. Nov. Dec.

1...... 1.7 1.4 1.9 5.4 2.45 3.5 10.2 5.2 2.95 5.5 1. 5 1.9 2...... 1.25 1 9 2.6 2.6 4.8 2.65 5 1.9 3...... 1.6 1.2 1.9 2.4 2.6 3.8 4.2 4.1 2. 55 7.3 1 55 2.05 4...... l.b 1.15 1.95 2.25 2.6 3.9 3.7 3.9 2.5 6.4 1. 5 3.2 5...... 1.6 1.05 2.3 2.15 2.65 3.9 3.65 3.7 2.55 5.4 1. 45 3. 8". 6...... 1.55 1.15 2.0 2.7 4 05 3 5 2.15 4.9 1 3 3.55 1.5 1.05 2.3 2.0 2.7 4.55 2.8 3 4 2.15 5.7 1 3 3.4 8...... 1.5 1.1 2.5 2.0 2.8 5.25 2.8 3.3 2.7 6.65 1. 3 3.15 9...... 1.5 1.2 4.35 2.05 5.1 5.7 2.65 3.2 2.9 5.55 1. 3 2.85 10...... 1.45 1.15 3.05 2.05 3.45 5.65 2.4 3.2 6.25 4.6 -1. 3 2.55 11...... 1.4 1.1 2.8 1.95 3.2 5.8 2.25 3.1 9.5 4.15 1. 3 2.4 12...... 1.4 1.1 2.8 1.9 3.7 6.95 2.2 2.9 5.4 3.75 1. 3 2.25 10 1.3 1.1 2.9 1.9 4.0 7.0 2.1 5.9 5.1 3.6 2. 0 2.2 14...... 1.3 1.1 o Q 1.9 3.95 7.7 2.0 4.5 3.15 4 3 2.1 15...... 1.3 1.1 3.35 1.9 3.35 8.15 1.95 5.3 4.4 2.95 7. 0 2.1 16...... 1.25 1.0 3.1 1.9 3.25 8.65 1.9 5.7 4.4 2.85 4. 55 2.0 17...... 1.2 1.0 3.0 1.8 3.3 8.3 2.15 6.3 4.95 2.8 4. 0 2.0 18...... 1.2 1.0 3.0 3.3 E K 4.8 2.5 4 5 2.55 19 1.1 1.0 3.0 1.7 3.35 7.35 3.25 6.2 3.95 2.45 4. 6 4.0 20...... 1.1 1.0 3.05 1.7 3.4 7.15 3.75 6.7 3.5 2.25 4. 15 4.25 21...... 1.1 1.2 3.25 1.7 3.5 7.3 3.9 7.0 3.05 2.1 4. 05 4.2 22...... 1.1 1.4 3.1 1.7 3.5 7.2 4.65 5.9 2.9 2.0 3. 7 4.0 23...... 1.25 2.0 3.0 2.35 3.5 4 6 2.7 1.95 3. > 4.5 24...... 1.7 1.9 2.9 2.4 4.15 7.25 4.85 4.3 2.7 1.9 2.8 5.25 25...... 1.65 1.85 2.75 2.4 3.7 7.1 7.55 5.6 5.6 1.8 2.55 4.6 26...... 1.6 1.8 2.7 2.4 3.5 7.0 5.4 5.1 3 8.4 1.8 2.4 3.9 27...... 1.6 1.8 2.7 2.4 3.5 6.3 5.3 4.9 3 10.4 1.75 2.4 3.6 28...... 1.5 1.8 2.7 2.75 3.4 5.65 5.5 4.5 10.3 1.7 2.35 3.25 29...... 2.7 2.55 3.6 7.5 6.15 4.0 3 6.6 1.6 2.2 3.05 30...... 1 45 2.7 2.4 3.45 11.1 6.4 3.6 5.65 1.6 1.95 2.85 31...... 1.4 2.5 3.5 6.15 3.3 1.6 2.7 66 STEEAM MEASUREMENTS IN 1905, PART X.

Daily discharge, in second-feet, of Bio Grande near Langtry, T ex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 1,350 7,700 2 7flA 25 700 7,520 4,000 7 O9A 2 inn 2 7fin 2...... al,550 2,100 3 nfin "3,540 ag fJ3Q 2 7fin 3..;...... 1,550 930 "1,900 3,130 4 760 "4 690 3,420 11,580 1,910 4...... 1,550 870 1 960 1 890 3,260 4 960 "6 000 S Ofifl S oon 1,810 4,350 5...... 1,550 760 i Qqo. 3,490 4 960 4,220 5 600 3,420 7 240 1,710 5 000 6...... "1,470 "880 1,920 5,270 4 140 '5,000 2 940 ag 480 "1 410 4,700 1,400 "2,070 3 7QA 4 800 7 800 1 QQfi 4 Kcn 8...... 1,400 850 2,660 9 630 i ^f\n 4,300 9...... 1,400 910 6,690 2,220 9 420 S CKfl 7,580 * 1,010 10...... 1,320 "880 9 250 "4 000 flQ £30. a6,090 1 300 3 77ft 11...... 1,250 "2,240 2,410 3,800 99 Piftft. 1,280 S fiCfl 12...... al,250 960 S ftCA 3 7OA 013,770 3,400 8,150 4,670 1,260 13...... 1,210 o 240 4,650 13,940 9 finn 9,240 7 39ft 4,420 14...... al,210 ol,070 2 OCA -1C Ocri "2,470 a7 t\A(\ 5,640 "3 780 5,480 15...... 1,210 1,070 17 730 2,420 8,050 S OCA 13,880 16...... 1,180 1,010 q QCA 019,380 3,630 6,230 2 940 17...... 1,150 1,010 4,220 18,040 9 980 6,900 a4,580 o2,940 18...... 1,150 ol,010 2 OCA 12,930 8,480 3,450 19...... "1,100 1,010 2 *>ftA 14,000 "9,880 5,200 6,380 7 940 20...... 1,100 1,010 2 Qfirt a2,360 4,670 10 780 4,530 3,090 5,040 "8,540 21...... 1,100 1,210 4,780 4 850 11 480 8 430 22...... 1,100 9,530 "3,670 8,000 23...... ol,200 4 6GO 7,230 "2,650 4,170 9 080 24...... 1,500 2,820 "5,810' o6,700 2,580 25...... 1,430 al 880 4 880 12 300 14,700 9,300 "7 900 "9 300 26...... 1,370 1,830 8,230 16 280 3,520 7 400 27...... 1,370 7 300 7,800 22,340 28...... al 230 7,620 06, 860 022,030 29...... 1,230 14,600 "8,650 5,960 10,830 2,200 3,210 30...... 1,180 2 ' 640 5,160 7 980 2,200 a2,830 31...... 1,130 4,370 4,460 2,200

a Meter measurements.

Estimated monthly discharge of Rio Grande near Langtry, T ex., for 1905.

Discharge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

1,550 1,100 1,296 79, 716 2,030 760 1,181 65, 574 6,690 1,930 2,854 175, 477 7,700 1,890 2,530 150, 526 6,530 2,410 4,150 255, 174 29,300 4,370 11,572 688,602 July...... 25,700 2,380 5,852 359,841 11,480 3,400 7,017 431,464 22,500 2,940 7,327 436,007 11,580 2,200 4,806 295,517 13,880 1,260 3,545 210, 942 10,700 2,760 5,227 321, 382

29,300 760 4,780 3,470,222 BIO GKANDE TiASIN. 67

RIO GRANDE BELOW MOUTH OF DEVILS RIVER, TEXAS. This station was established in April, 1900, by the International (Water) Boundary Com­ mission. It is alongside the Southern Pacific Railroad track, about a mile below the mouth of Devils River and about 480 miles below El Paso. The river is nearly straight for 1 mile above and the same distance below the station. The right bank is alluvial deposit, overflowihg in extreme high water for a distance of some 500 feet back from the river. The left bank is a loose rock fill a ong which runs the South­ ern Pacific Railroad. The bed is rock for a short distance from the left bank; the rest is shifting sand and gravel. Discharge measurements are made by means of a cable, car, pagged wire, and guy wire. The gage is an inclined scantling spiked to posts set in the ground. The highest flood on record showed watermarks of 36.5 feet on gage; it occurre 1 April 6, 1900, about two weeks before this gage was established. The range between h:gh and low water is about 33 feet. The bench mark is a cross cut on top of the coping stone of a culvert near the gage; elevation, 36.98 feet above the datum of the gage. The observations during 1905 have been made under the direction of the United States section of the International (Water) Boundary Commission. Phe hydrographer is E. E. Winter and the gage reader is John Harrison. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; WS=[Water-Supply Paper):

Description: WS 50, pp 364-365; 66, p 80; 84, p 162; 99, p 345; 132, p 84. Discharge: WS 50, p 365; 66, p 80; 84, p 162; 99, pp 345-347; 132, pp 84-85 Discharge, mean daily: WS 132, p 87. Discharge, monthly: Ann 22, iv, p 357; WS 75, p 161; 84, p 163; 99, p 348 132, p 88. Gage heights: WS 50, p 365; 66, p 81; 84, p 163; 99, pp 347-348; 132, p 86.

Discharge measurements of Rio Grande below mouth of DeviL River, Texas, in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. January 4.. ... E. E. Winter...... 1,267 1.99 3.9 2,524 .....do...... 1,225 1.99 3.8 2,439 .....do...... 1,185 1.91 3.7 2,264 .....do...... 1,171 1.87 3.6 2,187 .... .do ...... 1,155 1.82 3.6 2,104 .....do...... 1,218 1.98 3.9 2,411 .....do...... 1,175 1.89 3.7 2,225 .....do...... 1,160 1.78 3.6 2,060 .....do...... 1,190 1.78 3.7 2,123 .....do...... 1,150 1.74 3.6 2,005 .....do...... 1,342 1.64 3.6 2,197 .....do...... 1,392 1.72 3.85 2,401 .....do...... 1,566 2.23 4.4 3,485 March 7 ...... do...... 1,607 2.17 4.6 3,487 .....do...... 1,746 2.51 5.3 4,378 March 18 ...... do...... 1,887 3.56 6.0 6,715 March 22 ...... do...... 1,926 3.73 6.2 7,193 March 26...... do...... 1,703 2.64 5.6 4,494 March 31 ...... do...... 1,602 2.29 5.1. 3,671 April 6 ...... do...... 1,570 2.58 4.7 4,050 .... .do ...... 1,531 2.87 4.5 4,400 April 14 ...... do...... 1,468 2.84 4.4 4,167 April 19...... do...... 1,386 2.28 4.0 3,152 April 22 ...... do...... 1,402 2.41 4.25 3,382 April 26...... do...... 1,790 2.84 5.5 6,078 68 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Grande lelow mouth of Devils River, etc. Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. April 30...... E. E. Winter...... 2,170 3.24 6.7 7,024 .....do...... 1,741 3.03 5.7 5,274 May 9 ...... do...... 1,930 3.15 5.9 6,086 May 13...... do...... 1,774 3.04 5.7 5,387 May 18 ...... do...... 1,977 3.38 6.0 6,690 May 22 ...... do...... 2,122 3.11 5.9 6,603 May 26 ...... do...... 2,203 3.27 6.2 7,214 May 31...... do...... 2,260 3.68 6.4 8,306 June 6 ...... do ...... 2,386 3.44 6.6 8,202 .....do...... 2,717 4.59 7.5 12,475 .... .do ...... 3,101 5.08 9.4 15,764 June 19 ...... do...... 3,410 6.12 9.5 20,879 June 23 ...... do...... 3,336 6.16 9.0 20,564 June 27 ...... do...... 3,034 5.15 8.4 15,628 June 29 ...... do ...... 10, 582 8.05 21.9 85,148 July 6 ...... do...... 2,321 3.94 6.7 9,144 July 12 ...... do ...... 2,062 3.08 5.9 6,343 July 17 ...... do ...... 1,575 2.44 4.7 3,844 July 22 ...... do ...... 2,223 3.68 6.5 8,179 July 26...... do ...... 2,285 4.09 7.05 9,344 July 31...... do...... 3,088 5.12 8.6 15,796 .....do...... 2,610 4.03 6.9 10,525 .... .do ...... 2,550 4.40 7.0 11, 210 .....do...... 3,063 5.14 -8.6 15,746 August 23 ...... do...... 2,700 4.69 7.5 12,660 August 26 ...... do...... 2,697 4.60 7.3 12,419 .... .do ...... 2,279 4.08 6.2 9,287 .....do...... '...... 1,736 3.03 5.2 5,254 .....do...... 2,930 4.46 8.15 13,060 .....do...... 2,373 3.91 6.9 9,282 .....do...... 1,769 3.40 5.4 6,022 .....do...... 3,423 5.84 9.95 20,000 .... .do ...... 2,682 5.08 7.95 13,619 .... .do ...... 2,568 4.59 7.55 11,785 .... .do ...... :...... 2,502 4.41 7.25 11,027 October 13...... Mo...... 2,178 4.04 6.5 8,807 October 18...... do ...... 1,715 3.36 5.1 5,770 October 21...... do...... 1,388 3.19 4.8 4,426 October 26...... do ...... 1,268 3.06 4.4 3,875 October 31...... do ...... 1,169 2.88 4.1 3,366 .....do...... 1,258 2.35 4.0 2,951 .....do...... '.. 1,214 2.19 3.95 2,659 .....do...... 1,256 2.40 4.0 3,013 .....do...... 2,826 5.54 8.45 15,664 .....do...... 2,181 4.77 6.8 10,397 .....do...... 1,905 4.34 5.8 8,265 .....do...... 1,442 3.81 4.9 5,489 H. F. Collins ...... 1,879 5.18 9,728 .....do...... 1,578 4.04 6.1 6,371 .... .do ...... 1,449 3.83 5.2 5,643 .....do...... 1,426 3.77 5.3 5,371 .....do...... 2,360 5.70 7.45 13,442 .....do...... 1,884 4.79 6.2 9,027 RIO GRANDE BASIN. 69

Daily gage height, in feet, of Rio Qrande below mouth ofDev Is River, T ex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Au£ Sept. Oct. Nov. Dec.

1...... 4.2 3.7 4.25 8.0 6.25 7 8 5.65 7.2 4.1 4.65 2...... 4.0 3.65 4.35 7.1 5.85 6.7 7 fi 7.75 4.1 4.6 3...... 3.95 3.6 4.4 5.5 5.75 6.5 10.1 7 fl 5.5 9.0 4.15 4.5 4...... 3.9 3.55 4.4 5.05 5.7 6.55 7.25 7.3 5 5.4 8.45 4.1 4.5 5...... 3.9 3.5 4.45 4.85 5.7 6.6 7.15 7.0 5.3 7.65 4.0 5.95 6...... 3.9 3.55 4.75 4.65 5.8 6.65 6.75 6.9 5.1 6.95 4.05 6.4 7...... 3.85 3.65 4.7 4.55 5.85 6.85 6.35 6.9 5.0 7.0 3.9 6.65 8...... 3.85 3.65 5.35 4.5 5.9 7.1 6.3 7.0 5.2 7.7 3.95 6.6 9...... 3.8 3.7 5.65 4.5 5.9 7.55 6.2 7.1 5.6 7.25 3.95 6.15 10...... 3.8 3.7 5.95 4.5 7.15 7.5 5.8 7.3 7.0 *7.05 4.0 6.15 11...... 3.75 3.7 5.0 4.5 5.8 7.55 5.3 7.S 9.7 7.0 4.05 6.05 12...... 3.75 3.7 4.9 4.5 5.7 8.1 5.5 6.S 5 8.35 6.8 4.0 5.55 13...... 3.7 5.3 4.5 4 95 8.9 5 7.6 6.4 4.1 5.65 14...... 3.65 5.35 4.4 9 0 4.9 8 fi 7 95 6.0 5.55 5.35 15...... 3.7 3.65 6.3 4.3 6.1 9.45 4.75 7.5 5 7.4 5.9 8.3 5.25 16...... 3.65 3.65 6.2 4.3 6.05 9.7 4.65 7.7 5 7.2 5.3 7.1 5.45 17...... 3.6 3.6, 5.9 4.25 5.95 9. S 4.7 8.5 5 6.9 6.1 6.6 5.9 18...... 3.6 3.6 5.95 4.15 5.95 9.6 5.4 8.2 5 6.9 5.05 6.7 5.6 19...... 3.6 3.6 5.9 4.0 5.9 9.55 5.25 8.3 6.95 4.95 6.75 5.8 20...... 3.6 3.6 5.9 4.0 5.9 9.7 6.5 8.7 5 6.75 4.95 6.75 7.35 21...... 3.6 3.65 6.0 4.0 5 9 9 7 6.2 9,1 5.85 4.85 6.65 7.25 22...... 3.6 , 4.0 6.15 4.25 5.9 9.2 6.5 8 4 5.5 4.75 6.55 7.0 23...... 3.75 4.4 6.05 4.45 5.95 8.8 6.9 7.3 5.5 4.7 6.1 6.65 24...... 3.85 4.4 5.85 7.7 6.15 8.6 7.0 6.9 5 5.35 4.6 5.65 7.1 25...... 3.9 4.4 5.65 5.95 7.25 8.6 7.9 7.1 6.65 4.5 5.35 7.15 26...... 3.9 4.4 5.55 5.3 6.3 8.55 7.1 7.45 8.75 4.45 5.25 6.6 27...... 3.9 4.4 5.45 4.95 6.1 8.4 7.5 7.7 10.2 4.35 5.15 6.15 28...... 4.4 5.4 4.9 6.05 7.8 10.7 4.25 5.0 5.95 29...... 3.8 5.35 5.0 6.1 21.1 8.5 6.9 8.7 4.2 4.95 5.75 30...... 3.75 5.15 6.7 6.1 9.65 S.7 6.3 5 7.8 4.15 4.8 5.55 31...... 3.7 5.05 6.3 8.5 6 1 4.1 5.4 70 STREAM MEASUREMENTS IN 1905, PART X.

Daily discharge, in second-feet, of Rio Grande below mouth of Devils River, T ex., for 1905.

Day. Tan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. -Nov. Dec.

1...... 2,730 2,220 3,240 10,900 6, 230 8,040 29,140 13, 470 7,060 10, MO 3,320 -1, 7iO 2...... 2,590 2,140 3,340 8,200 5, 530 8,970 29,140 12,700 6,460 12,700 3, 2SO 4, 580 3...... 2,550 2,060 3,370 5,400 5, 360 8, 250 20,140 12,700 6,460 18,4,50 3,330 1,280 4...... o2,520 o2,030 3,330 4,630 5,270 8,280 11,890 11,920 6,050 15,920 3,190 4,280 5...... 2,520 2,000 3,360 4,290 a 5, 270 8,310 11,390 10,840 o5,650 al2, 180 a 2, 950 8,670 6...... 2, 520 2,030 3,740 o3,950 5,600 08,430 o9,390 10,680 4,950 10,280 2,990 olO, 030 T...... 2,480 2,030 o3,630 3,940 5,800 9,380 7,910 10,530 4,750 10,100 2,630 10, 230 8...... 2,480 2,090 4,700 4,030 6,010 10,570 7,740 «10, 830 5,150 12,380 a2,660 9,530 9...... 2,440 a 2, 120 5,300 4,220 o6,090 12, 710 7,390 11, 130 5,950 all, 030 2,720 7,630 10...... o2,4»0 2,120 5,900 o4,400 9,010 ol2,470 6,130 11,730 9,450 10,440 2,880 7,080 11...... 2,350 2,120 4,000 4,400 5,640 12,550 5,080 12,330 20,600 10,290 3,040 a 6, 220 12...... 2,350 2,120 3,870 4,400 5,390 13,500 o5,500 olO, 790 J13, 860 9,700 a 3, 010 5,190 13...... o2,260 a 2, 120 4,380 4,400 o5,390 14,460 4,350 17,150 11,400 a 8, 590 3,210 5,960 14...... 2,260 2,110 "4,500 "4,170 6,120 15,060 4,250 15,950 12,450 7,720 6,960 5,530 15...... 2,26-3 2,160 6,940 3,920 6,610 al5,960 3,940 12, 770 10,800 7,510 ol5, 210 o5,690 16...... 2,220 2,210 6,870 3,920 6,600 18,140 3,730 13,330 10,200 6,200 11, 340 6,170 17...... 2,190 a 2, 200 6,310 3,790 6,460 19,720 a 3, 840 ol5,600 9,280 5,770 9,960 7,400 18...... o2,190 2,200 o6,600 . 3,540 o6,570 20,100 5,530 14, 770 o9,280 «5,670 10,180 6,380 19...... 2,160 2,200 6,480 o3, 150 6,600 o21,080 5,170 14, 910 9,430 5,230 10,290 7,250 20...... 2, 130 2,200 6,480 3,150 6,600 22,100 8,180 16,350 8,960 4,980 alO,290 13,060 21...... o2,100 2,240 6,720 3,150 o6,600 22,520 7,460 17,750 7,000 o4,530 10, 070 12,680 22...... 2,100 o2,690 o7,080 o3,380 6,600 20, 940 o8,180 15,330 6,240 4,360 9,860 11,750 23...... 2,250 3,490 6,520 3,650 6,700 o!9, 760 9,030 012, 100 6,240 4,290 8,900 10,450 24...... 2,350 3,490 5,720 10,000 7,110 18, 330 9,240 11,420 o5,920 4,150 a 7, 800 al2, 130 25...... 2,410 3,490 4,930 5,980 9,860 17,700 12,740 11,850 9,870 4,010 6,870 12,380 26...... o2,410 3,490 o4,410 a 4, 800 a7,460 16,860 a 9, 550 012,850 16, 340 o3,940 6, 560 10, 440 27...... 2,410 3,490 4,240 4,310 6,960 o!5, 630 11,220 13,560 o21,000 3,790 6,250 o8,860 28...... 2,360 o3,490 4,160 4,240 6,840 25,100 12,460 12,560 23,500 3,620 5,790 8,190 29...... 2,310 4,080 4,380 6,960 a80, 350 15,380 11,280 16,020 3,540 o5,640 7,520 30...... 2,260 3,750 «7,020 6,960 21,900 16, 210 9,720 o!3, 140 3,450 5,290 6,850 31...... a 2, 220 o3,590 a7,760 al5,390 09,000 a3,370 6,350

a Meter measurements. Estimated monthly discharge of Rio Grande below mouth of Devils River, Tex.,for 1905.

Discharge in second-feet. Total in Month. Maximum. Minimum. Mean. acre-feet.

2,730 2,100 2,349 144,436 February------...... 3,490 2,000 2,443 135,689 7,080 3,240 4,888 300,575 April ...... 10,900 3,150 4,790 285,045 9,860 5,270 6,515 400,582 80,350 8,040 17, 572 1,045,626 July...... 29, 140 3,730 10,409 640,046 17, 750 9,000 12,835 789,223 23,500 4,750 10, 115 601,904 18,450 3,370 7,722 474,823 15, 210 2,630 6,216 369,858 13,060 4,280 7,984 490,889

80,350 2,000 7,820 5,678,69& EIO GKANDE BASIN. 71

RIO GRANDE AT EAGLE PASS, TEX. This station was established in April, 1900, by the International (Water) Boundary Com- mission. If is a half mile above the highway bridge between E* le Pass, Tex., and Ciudad Porfirio Diaz, Mexico, and about 540 miles below El Paso. The river is practically straight for 1 mile above the station. Below it curves slowly to the right for about half a mile and then swings as slowly to t e left. The right bank is alluvial deposit with a bottom back of it about- 1,500 feet wid< , which begins to overflow at gage height 22 feet. The left bank is shale rock rising abr ptly from the river. The bed of the stream is shifting sand. At low water the depth isi cc nsiderable and the velocity slow. Discharge measurements are made by means of a cable, car, ;agged wire, and guy wire. The initial point for soundings is the pole supporting the cable en the left bank. The gage up to 10.5 feet is a vertical staff bolted to a shale lifT. Above 10.5 feet, it is inclined and spiked to posts set in the shale. The highest r( :orded flood reached gage height 34.6 feet, and occurred at midnight, June 29, 1905. The range between high and low water is 33 feet. The bench mark is the top of a nail drive; into the shale at the gage; elevation, 10.40 feet above the datum of the gage. The observations during 1905 were made under the direction < I the United States section of the International (Water) Boundary Commission. The hy rographer is J. K. Wilson, and the gage reader Robert Boubel. Information in regard to this station is contained in the folLlowing publications of the United States Geological Survey (Ann=Annual Report; WS= tVater-Supply Paper):

Description: WS 50, pp 365-366; 66, p 81; 84, p 158; 99, p 341; 1J2, p 88 Discharge: WS 50, p 366; 66, pp 81-82; 84, pp 158-159; 99, pp 341-344; 132, pp 88-^91. Discharge, mean daily: WS 132, p 93. Discharge, monthly: Ann 22, ic, p 357; WS 75, p 162; 84, p 160; 99, p 3<5; 132, p 94. Gage heights: WS 50, p 366; 66, p 82; 99, p 344; 132, p 92. Hydrograph: WS 75, p 163. Discharge measurements of Rio Grande at Eagle Pasx, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. J. K. Wilson...... 2,609 1.68 3.3 4,373 .....do...... 2,557 1.58 3.1 4,048 .....do...... 2,464 1.31 3.1 3,221 .....do...... 2,498 1.26 3.1 3,158 .... .do ...... 2,464 1.37 3.0 3,370 .....do...... 2,479 1.38 2.8 3,416 .....do...... 2,467 1.32 2.8 3,259 .....do...... 2,473 1.40 2.95 3,462 .....do...... 2,542 1.33 3.1 3,390 .....do...... :...... 2,530 1.28 3.0 3,229 .....do...... 2,472 1.27 2.7 3,131 .....do...... 2,444 1.41 2.9 3,452 .....do...... 2,499 1.30 2 0 3,254 .....do...... 2,450 1.32 2.8 3,239 .....do...... 2,484 1.29 2.8 3,213 .....do...... 2,529 1.59 3.25 4,024 .....do...... 2,551 1.62 3.2 4,126 .....do...... 2,548 1.63 3.2 4,143 March 6 ...... do...... 2,657 1.69 3.4 4,498 March 9 ...... do...... 2,947 2.42 4.1 7,126 March 10 ...... do...... :.. 3,729 4.25 5.4 15,851 March 14...... do...... 2,931 2.53 4.0 7,406 72 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Grande at Eagle Pass, Tex., in 1905 Continued.

Area of Mean Gage Dis- Date. Hydrographer. section. velocity. height. ' charge.

Square Feet per Second- feet. second. Feet. feet. J. K. Wilson...... 3,600 4.15 5.1 14,945 March 19 ...... do...... 2,965 3.00 4.6 8,902 March 23 ...... do...... 2,982 3.09 4.7 9,226 March 27...... do...... 2,893 2.37 4.15 6,850 March 31 ...... do...... 2,823 2,38 4.0 6,715 April 1 ...... do...... 3,695 3.66 5.5 13,534 April 2 ...... do ...... 4,270 6.34 6.75 27,061 April 6 ...... do...... 2,955 1.96 3.8 5,792 April 10 ...... do...... 2,611 1.99 3.6 5,207 April 13 ...... do...... 2,576 2.04 3.7 5,250 April 17...... do...... 2,535 1.98 3.5 5,010 April 20...... do...... 2,483 1.80 3.35 4,478 April 24...... do...... -3,817 4.82 6.4 18, 395 April 27 ...... do...... 2,622 2.43 4.0 6,370 April 30...... do...... 2,974 2.79 4.25 8,298 May4...... do...... 2,827 2 99 4.4 8,447 May8...... do ...... 2,791 2.93 4.5 8,188 May 11 ...... do...... 2,767 2.85 4.5 7,895 May 15 ...... do...... 3,119 3.20 4.9 9,994 May 18...... do...... 2,758 3.02 4.4 8,341 May 21 ...... do...... 3,038 3.26 4.5 9,905 May 25 ...... do...... 3,109 3.66 5.05 11,370 May28...... do ...... 3,062 3.97 5.25 12, 150 May 31...... do...... 3,093 3.74 4.8 11,580 June 3 ...... do...... 3,116 3.40 5.1 10,593 June 7 ...... do...... 3,389 3.36 5.05 11,395 June 10 ...... do...... 3,573 4.48 5.95 16, 014 June 13 ...... do...... 3,727 4.95 6.35 18,445 June 17 ...... do...... 4,326 5.54 7.4 23,980 .....do...... 4,255 5.13 7.2 21, 834 June 23 ...... do...... 4,206 5.01 7.1 21,090 June 27 ...... do...... 4,269 4.58 6.9 19,559 July 10...... do...... 4,533 2.76 4.8 12,529 July 14...... do...... 3,918 1.8S 4.0 7,418 July 17...... ".... Ao...... 3,837 1.88 4.0 7,214 July 21 ...... do...... 4,183 2.65 5.0 11,082 July 25 ...... do...... 3,977 2.08 4.3 8,261 July 28...... do...... :...... 4,061 2.91 5.25 11,815 July 31 ...... do...... 4,401 3.99 6.7 17,575 .....do...... 3,874 3.73 6.0 14,458 .....do...... 4,052 3.52 5.4 14,247 .....do...... 3,816 3.53 5.6 13,488 August 16 ...... do...... 3,773 3.95 5.7 14, 915 August 19...... do...... 4,011 3.99 6.0 16,000 August23...... do...... 4,052 4.20 6.0 17, 014 August 26 ...... do...... 3,723 3.63 5.5 13,512 .....do...... 3,665 3.71 5.4 13, 614 August 31 ...... do...... 3,607 2 99 4.8 10, 782 September 4 ...... do...... 3,371 2.47 4.4 8,329 .....do...... 3,099 2.14 3.8 6,646 September 11 .. 3,916 3.89 5.9 15,228 September 14 ...... do...... 3,663 3.92 5.7 14,344 September 19 ...... do...... 3,671 3.45 » 5.55 12,683 BIO GBANDE BASIN. 73

Discharge measurements of Rio Grande at Eagle Pass, Tex. in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 3,251, 2.77 4.55 9,008 .....do...... ,...... ! 2,904 2.75' 4.0 7,991 .....do...... 4,610 6.69 7.85 30,834 .....do...... 4,980 6.97 8.3 34,695 .....do...... 3,490 4.16 5.9 14,515 .....do...... 4,009 4.53 6.35 18, 172 Octobers...... J. K. Wilson ...... 3,939 4.75 6.3 18, 728 .....do...... 2,733 2.55 3.9 6,973 .....do...... 2,458 2.17 3.5 5,344 .....do...... 2,377 2.00 3.3 4,752 .....do...... 2,275 1.97 3.2 4,484 .....do...... 1.99 3.0 4,472 .....do...... 2,436 2.27 3.3 5,526 .....do...... 2,310 2.00 2.9 4,622 .....do...... 2,226 1.85 2.7 4,127 .....do...... 3,254 3.70 5.0 12,039 .....do...... 4.85 12,041 .....do...... 3,954 3.73 4.9 14,756 .....do...... 2,548 2.66 4.2 6,768 .....do...... 2,420 2.57 3.7 6,216 .....do...... 2,321 2.33 3.6 5,419 ..... do...... j...... 2,510 2.17 3.3 5,438 .....do...... 2,609 2.87 4.3 7,498 .....do...... 2,629 . 2.39 3.8 6,273 .....do...... 2,371 2.44 3.7 5,785 .....do...... 2,367 2.36 3.6 5,584 .....do...... 3,152 4.07 4.8 12, 817 .....do...... 4,011 4.05 4.95 16,242 .....do...... 2,492 3.10 4.4 7,718 .....do...... 2,631 2.40 3.85 6,327 74 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Rio Grande at Eagle Pass, T ex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

3.3 3.0 5.8 5.0 5.8 3 n Q C 9 3.3 3.0 3.2 4.25 3.0 3 A Q 3.3 3.0 4.4 5.1 6.3 0 QC Q Q 3.2 2.8 5.0 5.95 6.8 3 Q 3.35 5. .------.-..-. 3.2 2.8 3.8 4 9 6 9 5.6 4.0 Q C 3.1 2.75 3.8 4 95 3.9 5.5 9 95 7...... 3.1 2.7 3.5 3.8 4.45 5.1 6.2 5.35 3.75 5.3 2.85 4.45 3.1 2.7 3.95 5.3 3.75 5.85 2.85 4.3 9 3.1 2.9 4.05 4.6 5.8 5.45 4.15 6.3 4S2 10...... 3.1 2.9 5.45 3.6 5.4 6.0 4.85 5.05 4.45 5.7 3.1 2.9 4.8 4.6 5.1 2.7 3.8 12...... 3.1 2.9 4.2 4.4 5.95 4.4 7.2 4.8 3.75 13...... 3.1 2.9 4.0 4.3 6.35 4.15 5.7 4.55 2.9 3.8 0 14...... 3.1 2 . o 4.0 3.7 4.4 6.7 3.95 6.5 5.8 4.45 3.75 3.7 15...... 3.0 2.8 4.2 3.6 4 9 6.95 3.75 6.25 5.95 4.25 3.6 16...... 3.0 2.8 5.5 4.7 7.2 3.55 5.7 5.45 5.4 3.6 17...... 3.0 2.8 4.6 4.4 7.4 4.0 3.85 4.95 3.6 18...... 2.9 2.8 4.6 3.4 4.4 7.4 4.0 6.25 5.3 3.65 4.75 3.55 19...... 2.9 2.8 4.6 3.3 4.3 7.4 3.95 6.0 3.6 4.9o 3.45 20...... 2.8 2.8 4.5 3.3 4.55 7.2 4.8 6.15 5.4 3.55 4.95 4.6 21...... 2.8 2.8 4.65 3.35 4.5 7.45 5.0 6.65 4.85 3.7 4.85 4.85 22...... 2.8 2.8 4.7 4.55 4 9 4.8 23...... 2.8 3.0 4.65 0 C: 5.95 4.3 4.65 4.7 24...... 2.8 3.15 4.5 5.35 5.15 5.5 4.2 3.35 4.35 4.65 25...... 2.75 3.4 4.4 4.8 7.0 4.9 5.35 4.0 3.3 4.15 5.3 26...... 2.7 3.4 4.3 4.55 6 9 6.95 6.7 5.55 3.2o n 4.0 4.95 3.3 A 1 r: 4.0 5 Qjr 6 9 5.85 5.8 7 1 c Q TK 4 05 28...... 3.2 5.6 3.15 3.7 4.35 29...... 3.2 4.1 4.05 5.0 16.8 5. 65 5.3o 8.1 3.1 3.6 4.2 30...... 3.1 4 05 4.65 4.8 or A 6.3 4 95 31...... 3.05 4.0 4.85 6.7 4.75 3.05 3.85 RIO GTCANDE BASIN. 75

Daily discharge, in second-feet, of Rio Orande at Eagle Pass, Tex.,for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

4,290 3,230 4,130 a!5, 200 9,450 11,650 75,500 8,640 14,010 470 5,350 2...... 4,330 3,230 4,130 029,100 8,850 _1],120 66,500 14,680 7,880ol4,510 470' 5,280 3...... a 4, 370 a3,230 3,950 9,000 8,450 olO, 590 50,500 14, 60 8,330 16,980 700 5,210 4...... 4,210 3,160 o4,140 6,390 "8,250 10,440 -44,900 o8,190 19,950 530 a5,540 5...... 4,210 3,160 4,500 5,790 8,690 10, 290 25,100 7, 210 o!7, 420 190 5,850 6...... 4,050 3,140 04,503 a 5, 790 8,930 10, 740 21,500 70 6,930 14,120 8,120 7...... a 4, 05') a 3, 130 4,750 5,790 8,160 all,650 20,900 al4,000 o6,510 13,320 7,810 8...... 3,840 3,130 6, 530 5,790 o8,190 12,680 20,600 13,660 6,510 16, 270 o7,500 g 3,630 3,450 o6,930 5,500 8,490 15, 240 19,400 30 8,080 ol8, 730 7,260 10...... 3,420 3,450 ol6, 050 a5,210 12,500 016,320 ol2, 830 013,740 9,310 15,790 6,390 11...... o3,220 a 3, 450 10,400 5,600 08,303 15,410 10,930 13,3 ol5,230 12,850 o6,270 12...... :... 3,200 3,450 8,000 5,700 7,500 16,010 9,970 21,700 11,380 6,080 13...... 3,180 3,450 7,400 a 5, 250 7,100 al8,450 8,370 14,450 14, 120 10,160 6,080 14...... a 3, 160 a3,250 a 7, 400 5,250 7,500 20,300 o7,170 18, (10 ol4,840 9,670 a 5,790' 15...... 3,160 3,250 8,000 5,130 o9,990 21,620 6,480 10 15,400 8,690 5,590 16...... 3,260 3,240 016, 550 5,070 9,330 22,930 5, 710 o!4, UO 12, 720 7,950 5,590 17...... "3,370 03, 240 8,900 a5,010 8,340 a23,980 o7,210 15, (40 11,540 o6,770 5,580 18...... 3,330 3,240 8,900 4,650 o8,340 23 980 7,210 17,2>0 11,610 5,960 all,640 a5,480 19...... 3,390 3,230 o8,900 4,300 8,330 23,980 7,020 00 ol2, 180 5,750 13,070 5,280 20...... 3,350 3,220 8,580 a4,300 9,720 o21,830 10,300 12, 130 «5,550 13,700 11,610 21...... «3,420 a3,210 9,070 4,480 a9,900 23, 690 all,080 10,110 6,140 13,930 ol3,020 22 3,360 3,210 9,230 5,280 10, 440 21,830 9,870 a9,010 5,340 o!4,760 12,820 23...... 3,310 3,570 o9,010 5,080 10,310 021,090 12,280 8,550 5,050 12,130 12,420 24...... a 3, 260 a3,840 8,360 al2, 100 11,770 20,320 9,063 8,370 ^4,900 9,100 12,220 26...... 3,210 4,320 7,930 9,570 ol4,500 20,320 olO,500 60 07,990 4,750 06,720 17,300 9g 3,160 4,320 7,500 8,570 20,900 19,940 17,600 15,500 4,480 6,550 ol6,240 27...... 3,160 4, 220 a6,850 o6,370 12,900 ol9, 5'» 14,200 25,100 o4,480 6,280 11,590 28...... "3,46.3 "4,130 6,970 7,970 ol4,000 17, 300 all,810 030,400 4,480 06, a7,600 29...... 3,460 6,840 6,570 11,830 166,600 13,400 o33,000 4,480 5, 7,220 30...... 3,470 6,780 a9,900 11,580 238, 300 15,980 17 onn A trj\ a5,270 7,470 31...... «3,340 o6,720 017,580 .40 al,600. a 0,330

o Meter measurements. Estimated monthly discharge of Rio Orande at Eagle Pass, Tex.,for 1905.

Discharge n second-feet. Total in Month. acre-feet. Maximum. M nimum. Mean

January... 4,370 3,160 3,542 217,805 February.. 4,320 3,130 3,434 190,711 March..... 16,550 3,950 7,674 471,868 April...... 29,100 4,300 7,324 435,788 May...... 20,900 7,100 10,139 623,445 June...... 238,300 10,290 29,939 1,781,474 July...... 75,500 5,710 18,757 1,153,309 August.... 21,750 10,540 14,936 918,387 September. 33,000 6,510 12,810 762,228 October... 19,950 4,350 9,641 592,820 November. 14,760 4,130 7,646 454,968 December.. 17,300 5,210 8,125 499,597

The year. 238,300 3,130 11,164 8,102,400 76 STREAM MEASUKEMETSTTS IN 1905, PART X.

RIO GRANDE NEAR LAREDO, TEX. This station was established in April, 1900, by the International (Water) Boundary Com­ mission. It was intended to measure the river from the highway bridge connecting Laredo with Nuevo Laredo, Tamaulipas, and the gage was established on the right bank just above the bridge. Measurements were kept up by the Mexican section of the Commission for five months, but the results were so conflicting that the station was abandoned. In July, 1903, a cable station was established by the Commission some 2 miles above Nuevo Laredo, cross­ ing to the United States military reservation of Fort Mclntosh, the cable landing just below the pump house. The station is about 670 miles below El Paso. The river at the new section is nearly straight for one-half mile above and below the cable. The right bank is alluvial deposit, but is above high water. The left bank is the talus of a shale bluff going well above high water. The bed is shifting sand. Discharge measurements are made by means of a cable, car, and guy wire. The initial point for soundings is the cable support on the right bank. The gage is an inclined scantling fastened to posts and trees. Low water is about 1 foot on the gage. The highest flood recorded is 32.2 feet, on the night of June 30, 1905. The observations during 1905 were made under the direction of the Mexican section of the International (Water) Boundary Commission.

Discharge measurements of Rio Grande near Laredo, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 2,183 1.84 2.3 4,023 .....do...... 2,015 1.71 2.2 3,453 .....do...... 1,978 1.69 2.2 3,339 .....do...... 1 60 1.8 .....do...... 1,942 1.56 1.7 3,036 .....do...... 1,977 1.59 1.65 3,140 .....do...... 1,946 1.52 1.6 2,956 .....do...... 1,958 1.56 1.6 3,064 .....do...... 1,831 1.53 1.5 2,797 .....do...... 1,826 1.56 1.5 2,851 February 18...... do...... 1,840 1.60 1.5 2,944 February 23...... do...... 1,827 1.57 1.5 2,876 .....do...... 1,857 1.58 1.5 2,927 .....do...... 1,815 1.58 1.5 2,870 .....do...... 2,010 1.69 2.2 3,404 .....do...... 2,231 2.32 3.1 5,169 .....do...... 2,250 2.18 3.2 4,909 March 17...... do...... 3,054 3.81 4.95 11,642 March 24...... do...... 3,550 3.72 3.9 9,480 March 28...... do...... 2,190 2.23 3.0 4,889 .....do...... 2,288 2.33 3.2 5,329 May?...... do...... 2,343 2.16 3.3 5,066 May 13...... do...... 2,472 2.25 3.5 5,551 May 19...... do...... 2,330 2.24 3.6 5,208 May 21...... do...... 2,461 1.79 3.0 4,416 May 24...... do...... 2,420 2.28 3.3 5,516 May25& ...... do...... 2,521 2.40 4.2 6,049 May 27...... do...... 3,800 4.54 7.55 17,256 .....do...... 2,806 4.86 5.8 13,646 June 12...... do...... 2,785 3.85 5.0 10, 710 June 14...... do...... 2.677 5.18 6.0 13,867 a The record of measurements made during April was lost in a cyclone which occurred April 28- 6 Gage height uncertain. BIO GRANDE BASIN. 77

Discharge measurements of Rio Orande near Lq,redo, Tex., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hyd^ographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 2,862 5.18 7.0 14,760 .....do...... 3,229 5.39 7.75 17,407 .....do...... 2 7ft1 5.19 14,005 July2...... do...... 5,370 5.73 12.2 30, 749 July3...... do...... 4,944 5.67 "e.s11.9 . 28,044 July 13...... 2,622 3.19 8,369 July 16...... do...... 2,554 2.59 5.8 6,603 July 23...... do...... 2,358 2.56 5.5 6,025 .....do...... 2.48 5.4 1 7%1 July 27...... do...... 2,664 3.70 7.2 9,854 .....do...... ^...... 2,538 2.53 5.0 6,426 ---do- ...... r ..- ...... 3,787 5.70 8.2 21,602 .....do...... 3,809 3.23 6.45 12,318 .....do...... r ...... 3.86 6.6 14,091 .....do...... 3,647 3.29 5.4 11,993 .....do...... 3,179 3.74 6.2 11,893 .....do...... 3,490 3.66 6.5 12, 777 .....do...... L-...... 3,017 2.94 5.1 8,86t .....do...... :..... 2.69 4.2 8,627 .....do...... :...... 4,723 4.96 8.35 23, 416 .....do...... 4,314 3.76 7.0 16,227 .....do...... 3,102 3.31 5.8 10,256 September 27...... do...... '...... 3,315 3.61 6.55 11,981 ..... do...... f ...... 4,634 5.02 9.9 23,270 October 4...... do...... 3,321 4.82 7.0 15,998 October 10 .....do...... :...... 3,410 5.14 7.25 > 17, 534 2,514 2.97 4.85 7,456 .....do...... 2,456 2.89 4.8 7,101 .....do...... 2,302 2.42 4.3 5,574 .....do...... :...... 2,247 2.06 3.9 4,627 .....do...... 2,104 2.11 3.8 4,438 .....do...... 2,028 1.81 3.1 3,671 .....do...... r ..-..-...... 2,135 2.23 3.9 4,760 .....do...... 3,012 4.60 6.65 13,855 .....do...... 2,620 3.75 5.5 9,823 .....do...... 2,247 2.32 4.4 5,221 .....do...... 2,145 2.42 4,3 5,201 .....do...... 2,709 2.51 5.3 6,807 .....do...... r ...... 2,439 2.80 4.7 6,823 .....do...... 2,239 2.48 4.5 5,549 .....do...... :...... 2,941 3.34 5.8 9,812 6.~2 .....do...... 2,816 4.19 11,793

TDD 1 7 A f\ti ti 78 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Rio Grande near Laredo, Tex,, for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

2.3 1.6 4.5 7.25 5.6 7.2 3.9 4.45 2.3 1.6 1.6 4.25 11.2 7.05 6.65 4.45 2.25 1.6 1.7 6.65 4 2 7.05 4.8 6.5 3.7 4...... 2.2 1.6 1.75 3.2 4.2 9.8 7.15 4.4 7.4 4.2 4.25 2.15 1.65 1.9 3.2 3.5 4.45 9.3 6.85 4.65 8.2 4.05 5.3 6...... 2.0 1.7 2.2 3.0 3.35 4.5 8.1 6.45 4.8 6.8 3.9 5.3 7...... 2.0 1.7 2.3 2.9 3.3 4.45 7.75 5.65 4.55 6.35 3.85 5.35 1.7 3 «E 7 ^ 4.6 2.2 1.7 2.5 2.8 4.25 7.25 7.05 4.7 6.55 3.35 5.3 10...... 2.2 1.6 2.8 2.6 3.7 5.2 7.05 7.0 4.55 7.15 3.55 5.3 11...... 2.15 1.5 4.1 3.15 3.85 5.0 6.8 8.25 5.1 6.9 3.5 5.35 12...... 2.0 1.5 3.3 2.9 3.85 5.0 6.3 7.5 ' 6.9 5.95 3.05 4.45 13...... 1.9 1.5 3.3 3 CK 6.85 7 9 4.9 14...... 1 9 2.6 4.1 6.0 6.05 6.7 4.0 15...... 1.9 1.5 3.2 2.6 5.1 6.1 5.95 7.15 7.25 5.2 3.95 4.7 16...... 1.85 1.5 4.45 6.7 6.8 7.0 17...... 1.8 1.5 4.65 2.45 3.65 7.3 5.6 6.8 6.65 4.9 6.8 4.6 1.8 1.5 2.4 7.0 7.2 6.2 4.75 6.2 19...... 1.8 1.5 2.3 7.45 5.6 7.15 6.1 4.4 to...... 1.7 1.5 3.5 2.25 3.05 7.45 6.25 6.65 4.55 4.4 21...... 1.7 1.5 3.7 2.25 3.15 6.95 5.0 5.6 6.35 4.6 6.0 4.4 22...... 1.7 1.5 3.7 2.45 5.0 7.7 5.3 6.1 5.6 4.4 5.8 23...... 1.6 1.5 2.95 C KC 5.55 4.4 24...... 1.6 1.5 2.9 7.4 5.25 4.5 5.45 25...... 1.6 1.5 3.5 4.25 4.5 6.55 5.95 5.2 4.75 4.45 5.1 6.0 26...... 1.6 1.5 3.5 4.1 5.6 6.55 6.1 5.1 4.85 4.25 4 9 6.3 27...... 1.6 1.5 3.35 3.55 7.1 6.7 7.2 6.1 6.6 4.1 4.7 5.7 28...... 1.6 1.5 3.1 3.2 6.1 6.55 7.4 6.15 9.2 3.9 4.65 5.0 29...... 1.6 3.0 3.05 5.65 ' 6.35 7.55 6.45 9.55 3.95 4.55 4.8 30...... 1.6 3.0 3.35 4.3 23.0 7.55 5.45 8.75 3.85 4.6 31...... 1.6 2.95 4.0 7.8 5.3 3.95 4.35

RIO GRANDE NEAR ROMA, TEX. This station was established in 1900 by the International (Water) Boundary Commis­ sion. It is near Roma, Tex., 775 miles by river below El Paso. The river is straight for 1 mile above and one-half mile below the station. The right bank is alluvial deposit and overflows in high water for a width of 250 feet. The overflow section is thickly covered with mesquite brush. The left bank is of hard material and does not overflow. The bottom is shifting sand. Discharge measurements are made by means of a cable, car, and guy wire. The initial point for soundings is the cable support on the left bank. The gage is an inclined scantling spiked to posts and trees. Low water is 1 foot on gage, and the highest recorded flood, September 16, 1904, marked 26.0 feet on gage. The observations during 1905 were made under the direction of the Mexican section of the International (Water) Boundary Commission. I^IO GRANDE BASIN. 79

Discharge measu events of. Rio Grande near Roma, Tex., in 1905.

Area of Mean . Gage Dis­ Date. H drpgrapher. section. velocity. height. charge. ' Square Feet per Second- feet. second. Feet. feet. January 3. .... 3,026 2.13 ' 3.8 6,452 .....do...... 2,811 2.01 3.5 5,644 .....do...... 2,042 2.05 3.1 4,193 .....do...... 1,815 2.06 2.9 3,740 .....do...... * 1,854 2.14 3.0 3,959 .....do...... 1,704 2.07 2.8 3,532 .....do...... 1,893 1.93 2.7 3,262 .....do...... 1,644 1.88 2.5 3,089 .....do...... 1,684 1.90 2.6 3,205 .....do...... 1,653 2.12 2.6 3,512 .....do...... 1,690 1.83 2.5 3,100 .....do...... 1,758 2.07 2.7 3,642 February 23 ...... do...... 1,590 2.05 2.5 3,257 .....do...... r 1,912 2.23 3.2 4,263 .....do...... 2,332 .2.44 4.0 5,689 March?...... do...... 3,683 4.24 7.05 15,600 March 13 ...... do...... r 2,277 3.39 4.5 7,716 March 17 ...... do...... 2,748 4.49 5.4 12,331 March 23...... do...... 2,324 3.47 4.6 8,066 .....do...... 3,251 4.40 6.7 14,303 April 7 ...... do...... 2,040 3.34 4.1 6,811 April 11 ...... do...... 1,929 2.73 3.8 5, 260 April 18 ...... do...... 2,009 2.87 3.9 5,760 April 24 ...... do...... 2,242 3.07 4.4 6,876 April 26 ...... do...... 2,801 4.43 5.6 12,422 April 27 ...... do...... 2,487 3.62 4.8 8,991 May2...... do...... 2,467 3.05 4.6 . 7, 528 May 9 ...... do...... 2,575 3.05 5.0 7,858 May 12 ...... do...... 3,097 4.11 6.1 12, 740 .....do...... t ...... 2,786 3.87 5.6 10, 770 May 23 ...... do...... 2,736 3.88 5,55 10,628 May 26 ...... do...... 3,606 4.80 7.4 17,312 May 31 ...... do...... 3,385 4.56 6.9 15,450 June 2 ...'...... do...... 3,584 4.64 7.3 16,624 June 6 ...... do...... 2,836 3.72 5.6 10,546 .....do...... 3,290 3.74 6.2 12,308 June 16 ...... do...... 3,645 4.25 6.9 15,481 June 19 ...... do...... 4,033 4.66 7.8 18,803 June 22 ...... do...... 4,252 4.93 8.3 20,966 June 27 ...... do...... ^...... 4,557 5.26 9.0 23,973 JulyS...... do...... 8,374 5.14 17.0 43,041 July 5...... do...... 5,682 5.22 11.5 29,642 July7...... do...... 4,368 5.17 8.7 22,568 .....do...... 3,923 3.67 7.3 14,387 :....do...... 4,004 2.82 6.1 11,289 July 17 ...... do...... 3,850 2.74 5.7 10,531 July 20 ...... do...... 3,685 2.61 5.3 9,633 .....do...... 3,155 3.94 6.2 12,437 .....do...... 3,299 4.13 6.6 13,641 .....do...... 4,058 4.38 7.7 17,767 .....do...... 3,796 3.76 7.2 14,267 .....do...... 3, .433 4.05 6.9 13,912 .....do...... 4,143 ' 4.61 7.9 19,116 80 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Grande near Roma, Tex., in 1905 Continued.

A.rea of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. H. F. Guerra...... 2,902 3.11 5.2 9,016 .... .do ...... 2,751 3.01 4.9 8,277 .....do...... I...... 4,083 4.60 7.8 18,789 .....do...... 6,224 5.38 12.7 33,475 .... .do ....._...... *...... 4,933 4.82 9.7 23,783 .... .do ...... 3,763 4.42 7.1 16,643 .... .do ...... 4,246 4.59 8.1 19,481 .... .do ...... 4,482 4.74 8.5 21,263 .....do...... 3,816 4.42 7.2 16, 878 .....do...... 3,425 4.11 6.8 14,079 October 13...... do...... 3,294 3.63 6.1 11,944 October 17...... do...... 2,981 3.37 5.5 10,047 .....do...... 2,836 160 5.1 7,382 October 24...... do...... 2,530 2.64 4.5 6,688 .....dto...... 2,334 2.52 4.4 5,893 .... .do ...... 2,138 2.05 4.0 4,390 3,031 4.07 6.0 12,322 '3,294 4.01 6.6 13,200 November 25 ...... da...... 2,814 3.51 5.5 9,866 2,618 3.29 5.0 8,622 .....do...... 2,706 3.47 5.3 9,394 .....do...... 2,557 3.08 4.9 7,872 December 14 ...... do...... 2,358 3.19 4.7 7,531 .....do...... 2,244 3.13 4.4 7,027 .....do...... 2,938 3.53 5.8 10,370 December 28...... do...... 2,891 3.29 5.5 9,514 EIO GRANDE BASIN. 81 ^v Daily gage height, irtfeet, of Rio Grande 'near Roma, Tex., for 1905.

Day. Jan. Feb. MarJ Apr. May. June. July. Aug Sept. Oct. Nov. Dec.

1...... 3 0 3.0 2.7 4.1 5.3 6.35 17.7 76 5.8 8.2 4.75 4.75 2...... 3 0 3.0 3.04 4.35 4.6 7.0 22.3 7 7 5.55 6.9 4.65 4.7 3...... 3.8 2.85 3. IS 4.8 4.7 6.35 16.55 7 3 5.35 6.6 4.55 4.65 4...... 3.7 2.8 2.9 6.75 4.75 13.75 7 1 5.05 7.15 4.45 4.6 5...... 3.65 2.7 3.2 4.75 4.7 5.85 10.9 6 9 5.2 8.5 4.6 4.55 6...... 3.55 2.7 3.83 4.2 4.7 5.6 9.15 6 7 5.4 7.85 4.55 4.7 7...... 3.45 2.6 6.35 4.05 4.75 5.65 8.55 6 6 5.0 7.05 4.45 4.95 8...... 3.4 2.55 4.7 3.9 4.8 5.55 7.fr 6 3 4.9 6.5 4.15 5.45 9...... 3.4 2.5 3.65 4.0 5.1 5.6 7.35 6 1 4.8 6.55 4.3 5.35 10...... 3.3 2.6 3.4S 3.9 5.0 5.7 7.15 6 4 4.8 7.1 4.05 5.25 11...... 3.3 2.6 3.75 3.85 5.05 6.15 6.95 6 5 5.1 7.2 4.0 5.05 12...... 3.25 2.6 4.5 6.0 6.2 6.7 6 6 5.45 6.6 4.0 4 9 13...... 3.2 2.6 4.4 3 9 6.15 6.45 6 5 7.35 4.05 4.8 14...... 3.15 2.6 3.9^ 4.1 4.8 6.4 6.2 fi 3 7.45 5.85 4.0 4 7K 15...... 3.05 2.5 3 9 4.25 5 K 6.75 5.95 7 7 6.4 4 65 16...... 3.0 2.5 3.9 4.0 5.7 6.95 5.75 7 3 6.5 5.55 4.25 4.6 17...... 2.9 2.5 4.85 3.9 5.05 7.4 5.8 7 a 6.55 5.5 5.55 4.5 18...... 2.9 2.55 5.2S 3.95 4.75 7.55 6.4 6 7 6.1 5.3 6.15' 4.5 19...... 2.95 2.95 4.43 4.0 4.55 7.75 5.65 7 ?, 11.3 5.3 5.6 4.5 20...... 3.0 2.75 4.35 3.95 4.45 7.7 5.45 6 9 10.1 5.55 6.45 4.45 21...... 2.9 2.6 4.4 3.9 4.5 7.75 5.6 6 9 9.3 5.6 5.9 4.4 22...... 2.9 2.6 4.55 3 9 4 K 8.15 6.9 6 9 8.7 5.8 5.9 5 1 23...... 2.8 2.6 4,6 3.95 5.15 8.15 7.2 7 5 7.5 5.1 5.8 5.7 24...... 2.8 2.45 4.5 4 K A AK 7 95 6.95 7 7 5.9 4.5 5.75 5 KK 25...... 2.8 2.4 4.5 4.35 4.8 7.85 6.85 6 7 5.65 4.35 5.55 f{ fi 26...... 2.8 2.35 4.4 4.85 6.75 7.65 7.15 6 4 5.55 4.5 5.35 5.75 27...... 2.7 2.3 4.4 4 95 6.4 8.8 7.2 6,4 5.45 4.4 5.05 5.7 28...... 2.85 2.15 4.4 4.65 6.8 8.35 7.65 6 ?, 6.4 4.45 4.95 5.55 29...... 2.9 4.3 5.1 6.55 8.0 6.9 6,7 8.3 4.3 4.85 5.4 30...... 3.0 4.2 5.8 7.3 8.25 6.85 6 4 8.9 4.2 4.8 5.15 31...... 3.0 4.2 6.5 6.95 6 ? 4.3 5.0

RIO GRANGE NEAR BROWNSVIULi:, TEX This station was established in 1900 by the International (Water) Boundary Co:mmission. It is about 1 mile above Brownsville, Tex., and in front of Matainoros , Tamaulipas, and 960 miles by river below El Paso. Between Roma and Brownsville there are many lagoons (old iver beds) and lakes which take river water during moderate floods, and a large area overllows quite deeply in larger floods. Much of this water returns slowly to the river as the flood subsides, so that the flow passes Brownsville more uniformly than it does Roma, Large quantities of water also leave the river entirely, reaching the Gulf of Mexico through ch ,nnels remote from the Rio Grande Local run-off, howeveif, keeps the total water at Brownsville well up toward the combined flow of the San Juan and the Rio Grande at Roma, The river is nearly straight for one-half mile above and below the station. Both banks are alluvial and are just about level with high water. The right bank is protected by piling, The bed of the stream is shifting sand. Discharge measurements are made by means of a cable, car, and guy wire. The cable is so constructed that it can be Uwered and raised. The initial point for soundings is the cable support on the right bapk. The gage is a vertical scantling fastened to one of the protection piles. High water is 13 feet on the gage, and low water is 1.0. 82 STEEAM MEASUEEMENTS IN 1905, PAET X.

The observations during 1905 were made under the direction of the Mexican section of the. International (Water) Boundary Commission.

Discharge measurements of Rio Grande near BrovmsviMe, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. jeet. 2,886 2.60 5.3 7,492 .....do...... 2,712 2.59 4.7 7,036 .....do...... 2,588 2.41 4.3 6,230 .....do...... 2,531 2.34 4.1 5,935 .....do...... 2,381 2.33 3.8 5,545 .....do...... 2,318 2.32 3.5 5,384 .....do. ..>...... 2,301 2.30 3.4 5,295 .....do...... 2,247 2.16 3.2 4,853 .....do...... 2,252 2.24 3.4 5,053 .....do...... 2,276 2.29 3.5 5,204 .....do...... 2,138 2.20 3.0 4,711 . . . . .do...... 2,112 2.17 2.9 4,583 .....do...... 2,230 2.22 3.1 4,961 February 27 ...... do...... 2,122 2.17 2.8 4,595 March 3 ...... do...... 2,172 2.21 2.9 4,796 .....do...... 2,283 2.30 3.5 5,259 March 13 ...... do...... 2,321 3.30 5.2 7,653 March 17 ...... do...... 2,468 3.41 5.7 8,414 March 20...... do...... 3,141 3.36 7.6 10,548 March 25 ...... do...... ^2,926 3.44 6.5 10,058 March 29...... do...... 2,964 3.43 6.5 10,163 April 2...... do...... 2,734 3.31 5.8 9,043 April 6...... do...... 4,010 4.55 9.25 18,251 April 11 ...... do...... 2,835 2.19 5.1 6,206 April 16 ...... do...... 2,735 2.19 4.9 6,001 April 24 ...... do...... 2,535 2.03 4.0 5,135 April 28 ...... do...... 3,528 3.22 6.8 11,362 .....do...... 3,117 3.49 7.65 10,885 .....do...... 2,635 3.33 6.3 8,771 .....do...... 2,524 3.18 6.0 8,024- May 14 ...... do...... 3,086 3.44 7.5 10,623 May 18 ...... do...... 4,"015 3.27 7.9 13, 120 May 22...... do...... 2,566 3.35 6.1 8,596 May26...... do...... 3,575 3.12 6.8 11,162 May 30...... do...... 4,980 4.67 10.5 23, 258 .....do...... 5,282 4.60 11.2 24,294 .....do...... 5,136 4.03 10.8 20, 716 .....do...... 4,268 3.65 8.4 15,583 .....do...... 4,508 3.72 9.0 16, 772 .....do...... 5,516 4.42 11.7 24,397 .....do...... 5,967 4.78 12.7 28, 515 .....do...... 5,716 4.63 12.2 28,485 Illlxr O .....do...... 6,103 4.60 13.1 28,091 July 6...... do...... 6,274 4.65 13.5 29,168 July 10...... do...... 6,105 4.11 13.3 25,099 July 12...... do...... 5,148 3.64 11.0 18, 734 July 18...... do...... 4,290 2.79 8.8 11,949 July 22...... do...... 4,521 3.20 9.5 14,452 Julv26...... do...... 4,071 3.50 9.3 14,231 RIO GRANDE BASIN. 88

Discharge measurements of^Rio Grand,e near Brownsville, Tex., in 1905 Continued.

Area of Mean Gage Dis­ Date. . Hy(jlrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. July 30...... 4,899 3.73 11.65 18,275 .....do...... 4,806 4.42 11.3 21,236 .....do...... 4,561 4.03 10.5 18,382 .....do...... 4,038 3.64 9.4 14,697 .....do...... 4,m 3.68 9.6 15,135 .....do...... 4,621 3.99 10.6 18,435 .....do...... 4,72^ 4.11 10.8 19,390 .....do...... 4,00* 3.59 9.25 14,399 .....do...... 4,75( 3.32 9.6 15, 773 .....do...... 4,16! 2.39 7.5 9,946 .....do...... 4,03* 2.21 7.1 8,937 .... .do...... 4,091 2.27 7.3 9,301 .... .do...... 4,89! 3.32 9.8 16,287 .....do...... 6,06! 4.77 12.8 28,944 September 25 ...... do...... 6,20! 5.00 13.1 31,029 .....do...... ;...... 3,44; 2.97 8.1 10,259 .....do...... 5,26( 4.39 12.8 23,081 .....do...... 5,40' 4.95 13.1 26, 749 .....do...... 4,71' 3.55 11.3 16, 714 .....do...... 5,12' 3.14 10.7 16, 121 October 20. .... 4,411 2.30 8.1 10, 171 .....do...... 4,58 2.50 8.5 11,476 3,62' 1.88 6.5 6,802 ..... do...... '...... 2.03 6.1 7,338 .....do...... 3,40' 3.22 7.9 10,956 ..... do...... ^...... 3,46: 3.38 8.1 11,697 .....do...... 3,82 2.15 6.7 8,237 3,63' 2.16 6.5 7,833 .....do...... ^...... 4,97 4.02 10.1 20,002 ..... do...... '...... 3,60 3.74 8.7 13,500 .....do...... 3,27 3.37 7.9 11,011 .....Ao...... 3,72 2.41 6.6 8,970 .....do...... 3,45 2.21 t>.3 7,638 3,21 3.27 7.8 10,506 .....do...... !...... 3,81 2.46 6.9 9,394 .....do...... 3,59 2.16 6.3 7,767 .....do...... !...... 3,46 3.32 8.0 11, 487 .....do...... ;....:...... 4,02 3.56 8.6 14,349 84 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Rio Grande near Brownsville, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 5 45 2 7 6.1 7.4 11.05 12.7 10.7 ' 9.5 12.75 6.2 7.05 2...... 3.4 2.7 5.75 7.5 13.0 10.9 8.9 13.1 6.1 6.85 3...... 3.4 2.9 5 ec 6.3 11.8 13.1 11.3 8.4 12.95 6.65 6.65 4...... A QK 3.4 3 "1C 5.65 6.05 13.15 11.55 8.0 11.45 11. 55 6.55 5...... 4.85 q qc 9 n 6.15 11.7 13.4 11.1 7.7 10.85 10.1 6.45 6...... 4.65 3.6 9.25 6.3 11.05 13.5 10.65 7.45 12.65 8.05 6.3 7...... 4.6 3.45 3.45 6.75 6.3 9.7 13.5 10.45 7.2 13.1 7.4 6.3 8...... 4.5 3.25 5.85 6.2 8.8 13.5 10.25 7.35 13.05 8.1 6.3 9...... 4.35 3.1 7.7 6.05 8.55 13.5 9.9 7.35 13.0 8.35 6.9 ib...... 4.25 3.05 7.7 6.1 8.45 12.95 9.6 7.15 12.25 7.9 7.7 11...... :.. 4.25 2.95 6.0 5.15 6.45 8.4 11.65 9.4 6.95 11.25 7.45 8.0 12...... 2 Q 5 AC 5.1 6.6 10.9 9.55 6.75 11.65 7.25 7.7 13...... 4.25 2.9 5.1 5.0 8.9 10.6 9.65 6.75 11.55 6.95 7.35 14...... 4.1 2.9 6.1 5.0 7.35 9.0 10.3 9.75 7.5 11.1 6.75 7.2 15...... 4.0 2.9 6.1 A QC 7.5 9 05 9.7 9.5 11.0 10.5 6.55 7.1 16...... 3.95 2 Q 4 9 6.85 9 35 9.15 9.15 10.95 9.7 6.4 7.05 17...... 3 9 2 9 5.7 4.8 7.7 8.95 9.9 9.8 9.0 6.4 6.9 18...... 3.8 2.9 5.7 4.75 7.75 10.7 8.75 10.95 9.75 8.65 6.5 6.8 19...... 3.8 9 Q 6 95 4.65 6.6 10.45 10.5 9.55 8.4 8.95 6.65 20..!...... 3.7 2 Q 7 1£ 4 45 6.1 11.75 12.4 10.4 9.75 8.15 9.7 6.45 21...... 3.6 2.9 6.6 4.4 6.1 12.0 10.8 10.75 12.85 8.15 9.3 6.3 22...... 3.5 3.0 6.15 4.25 6.1 12.05 9.05 10.5 13.05 8.95 10.15 6.15 23...... 3.5 3.1 6.1 4.1 6.1 12.5 8.3 10.3 13.25 8.5 10.15 6.55 24...... 3.5 3.1 6.35 4.05 6.1 12.7 9.2 10.7 13.4 8.5 9.4 7.8 25...... 3.5 2.9 3.85 6.75 12.65 9.6 11.5 12.25 8.35 9.1 8.0 26...... 3.4 2.9 6.65 3.8 6.8 12.3 9.3 11.65 9.75 7.6 8.8 7.9 27...... 3.3 2.8 6.7 4.6 6.95 12.05 9.8 9.65 8.75 6.9^ 8.45 7.8 28...... 3.2 2.8 6.65 6.55 9.4 12.3 10.4 9.15 8.35 6.65 8.05 8.5 29...... 3.2 6.5 6.55 9.75 12.75 11.7 8.6 8.1 6.45 7.75 8.55 30...... 3.2 6.35 6.1 10.4 12.8 11.4 9.2 8.0 6.35 7.3 8.2 31...... 3.2 6.15 10.6 10.9 9.7 6.25 7.6

RIO SALADO NEAR GTIERRERO, TAMATJXIPAS, MEXICO. This station was established in 1900 by the International (Water) Boundary Commission. The Salado is a torrential stream entering the Rio Grande from the Mexican side about 60 miles below Laredo, or 730 miles by river below El Paso. The town of Guerrero is located on the Salado some 4 miles above its mouth, and the gaging station is 2 miles above the town. The river is a series of pools and rapids. The best pool available was chosen for the sta­ tion. The river curves to the left both above and below the cable. The banks are sandy clay, not subject to erosion. The bottom is mud. In low water the river is measured by wading among rocks below the station. Discharge measurements are made by means of a cable, car, and guy wire. The initial point for soundings is the cable support on the left bank. The gage is an inclined scantling fastened to posts sunk in the bank. Low water (no flow) is 1 on the gage. The highest recorded flood, on June 16,1903, gave 17.7 on gage. The observations during 1905 were made under the direction of the Mexican section of the International (Water) Boundary Commission. EIO GRANDE BASIN. 85

Discharge measurements of Rio Salado near Ouerrero, Tamavlipas, Mexico, in 1905.

Area of Mean Dis- Date. Hydrographer. section. velocity. height. ch#rge.

Square Feet per Seconflr- feet. second. Feet. feet. January 3 ..... 1,789 0.51 3.6 916 January 7 ..... 1,766 .49 3.5 871 January 11 .... 1,747 .46 3.4 795 January 15 ...... do...... 1,726 .42 3.3 727 January 19 ...... do...... l...... 1,481 .43 3.2 638 January 23 .... 1,687 .36 3.1 609 January 28 ...... do...... ;...... 1,665 .34 3.0 560 February 1 ...... do...... 1,650 .29 2.9 485 .....do...... *...... 1,628 .26 2.8 431 February 9 ...... do...... t ...... 1,610 .25 2.7 404 February 13 ...... do...... L...... 1,615 .25 2.6 405 ..... do...... [...... 1,586 .25 2.5 397 February 21 ...... do...... !...... 1,585 .25 2.5 395 February 25 ...... do...... r'...... 1,565 .24 2.4 369 .....do...... 1,556 .23 2.3 352 March 5 ...... do...... L...... 1,631 .26 2.7 419 March 7 ...... do...... [...... 2,050 1.01 4.8 2,067 ..... do...... L...... 1,890 .76 4.0 1,441 March 18...... 1,729 .40 3.3 683 March 24 . . :. . i .....do...... 1,685 .32 3.0 539 March 28 ...... do...... ;...... 1,624 .27 2.8 435 April 1...... do...... 1,601 .27 2.7 428 April 5 ...... do...... r ...... 1,583 .26 2.6 415 April 10 ...... do...... 1,560 .26 2.4 401 April 14 ...... do...... 1,531 .24 2.3 366 April 18...... do...... L...... 1,510 .23 2.2 350 April 22 ...... do...... 1,492 .18 2.1 265 April 26...... do...... 1,489 .17 2.0 249 May 2...... do...... 1,632 .32 2.9 518 May6...... do...... L. --...----.--...... -.... 1,471 .18 2.1 268 May 10...... 1,411 .16 1.7 219 May 12 ...... do...... 1,707 .38 3.3 656 May 17...... do...... 1,482 .18 2.1 ' 266 May 21 ...... do...... 1,452 .16 1.9 239 May 26 ...... 2,421 2.26 6.75 5,479 May30...... do...... 2,520 2.46 7.2 6,194 June 3 ...... do...... 1,698 .89 4.0 1,506 .....do...... 1,580 .49 3.4 773 June 11 ...... do...... 1,475 .42 3.0 624 ..... do...... L...... 1,446 .29 2.7 423 Jiinp. 20 . 1,366 .25 2.3 337 June 24 ...... Ao...... i...... 1,416 .31 2.8 436 June 28 ...... Ao...... 2,076 1.86 6.0 3,861 July3...... Ao...... 2,384 3.03 8.2 7,218 July 7...... 1,762 1.43 5.2 2,523 July 12...... do...... 1,774 1.29 4.9 2,282 July 16...... do...... 4...... 1,708 1.23 4.7 2,095 July 20...... do...... L...... 1.34 5.0 2,275 July 23...... do...... I'TS! -1.67 5.5 2,984 July 27...... do...... L...... 1,716 1.41 5.1 2,423 August 1 ...... Ao...... 1,681 1.19 4.9 1,992 August 5 ...... do...... ;...... 1,599 1.07 4.6 1,718 August 9 ...... do...... 1,559 .98 4.4 1,530 86 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio Salado near Guerrero, Tamaulipas, Mexico, in 1905 Cont'd.

Area of Mean Gage Dis­ . Date. Hydrographer, section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 1,535 0.90 4.3 1,382 August 18 ...... do...... 1,488 .83 4.0 1,238 .....do...... l,fB9 .74 3.8 1,082 August 28 ...... do...... 1,427 .71 3.7 1,007 September 2 ...... do...... 1,405 .66 3.6 933 September 7 ...... do...... 1,405 .62 3.5 870 .....do...... 1,371 .57 3.4 783 .....do...... 1,973 2.43 6.4 4,798 September 22 ...... do...... 2,618 3.82 9.3 10,003 .....do...... 1,427 .83 3.8 1,182 September 29 ...... do...... 1,368 .65 3.5 883 .....do...... 2,031 2.61 7.0 5,291 October 8...... do...... 1,389 .77 3.8 1,069 October 12...... do...... 1,354 .69 935 October 16...... do...... :...... -..... 1,296 .61 3.3 791 October 21...... do...... 1,907 2.23 6.4 4,261 October 26...... do...... 1,260 .52 3.1 660 October 29...... do...... 1,243 .50 3.0 616 .....do...... 1,460 .93 4.0 1,561 .....do...... 1,246 .45 3.0 559 .....do...... 1,225 .42 2.9 509 .....do...... 1,202 .40 2.8 478 .. ...do...... 1,207 .39 2.8 476 .....do...... 1,280 .48 3.2 611 .....do...... 1,208 .38 2.8 464 .....do...... 1,172 .38 2.7 445 .....do...... 1,223 .41 2.9 505 .....do...... 1,152 .37 2.6 422 .....do...... "...... 1,152 .37 2.6 422 .....do...... 1,220 .41 2.9 505 .....do...... 1,193 .36 2.7 435 December 28...... do...... 1,164 .36 2.6 418 BIO GSANDE BASIN. 87

Daily gage height, in feet, of Rio Salado near Guerrero, Tamavlipas, Mexico, for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 3.6 2.9 2.3 2.7 2.7 4.8 3.95 4.85 3.55 3.5 4.05 2.7 2...... 3.6 2.9 2,3 2.7 2.85 4.7 6.9 4.8 3.55 3.4 4.0 2.7 3...... 3.6 2.9 2.3 2.6 2.45 5.2 8.35 4.75 3.5 3.4 3.6 2.7 4...... 3.5 2.45 2.6 2.25 5.4 9.4 4.7 3.5 7.1 3.2 2.7 5...... 3.5 2.8 2.7 2.6 2.15 4.1 5.9 4.6 3.55 5.9 3.0 2.6- 6...... 3.5 2.8 4.55 2.6 2.05 3.7 5.45 4.6 3.6 4.65 3.0 2.85 7...... 3.5 2.7 4.75 2.5 2.0 4.0 5.2 4.5 3.5 4.0 3.0 2.75 8...... 3.5 2.7 4.1 2.5 2.1 4.0 5.15 4.3 3.5 3.8 2.9 2.7 9...... 3 K 2.7 3.2 2.5 1.8 3.4 5.15 4. S 3.5 3.75 2.9 2.65 10...... 3.5 2.7 3.8 2.4 2.5 3.25 5.05 4.4 3.4 3.65 2.9 2.6 '3.5 11...... ".... 3.4 2.7 3.85 2.4 3.4 3.0 5.0 4.45 3.4 2.8 2.6 12...... 3.4 2.7 d.25 2.4 3.15 3.0 4.9 4.3 3.4 3.8 2.85 2.65 '2.7 13...... 3.4 2.6 3.0 2.4 2.8 2.9 4.9 4.3 3.4 3.55 2.85 '2.7 14...... 3.3 2.6 3.0 2.3 3.0 2.8 4.8 4.2 3.4 3.4 2 0 15...... 3.3 2.6 2.9 2.3 2.55 2.7 4.8 4.15 3.4 3.3 2 0 2.6 16...... 3.3 2.5 2.9 2.3 2.4 2.6 4.7 4.1 3.4 3.3 2 0 2.6 17...... 3.3 2.5 3.15 2.2 2.1 2.5 5.9 4.1 3.3 3.3 2.8 2.6 18...... 3.3 2.5 3.3 2.2 2.2 2.4 4.85 4.0 3.3 3.2 2.8 2.65 19...... 3.2 2.75 3.25 2.2 2.2 2.35 5.4 4.0 4.7 3.2 4.3 2.85 20...... 3.2 2.55 3.15 - 2.2 1.9 2.3 4.9 3.95 6.7 3.6 4.6 2.85 21...... 3.2 2.5 3.5 2.1 1.85 3.05 5.7 3.9 7.75 6.2 3.15 2.85 22...... 3.2 2.5 3.85 2.1 1.8 3.2 5.75 3.9 9.3 6.2 3.3 2.95 23...... 3.2 2.5 3.3 2.1 1.7 2.95 5.45. 3.8 4.95 4.05 3.05 2.85 24...... 3.1 2.5 3.05 2.1 1.7 2.7 5.35 3.8 4.25 3.45 2.95 2.7 25...... 3.1 2.4 3.0 2.1 3.9 2.5 5.25 3.8 3.85 3.3 2.9 2.7 26...... 3.1 2.4 3.0 2.0 7.1 2.35 5.2 3.7 3.75 3.1 2.85 2.6 27...... 3.0 2.4 2.9 2.0 4.3 3.6 5.1 3.7 3.65 3.1 2.8 2.6 28...... 3.0 2.4 2.8 2.2 4.7 5.9 5.05 3.7 3.55 3.0 2.8 2.6 29...... 3.0 2.8 2.3 5.7 4.8 5.0 3.65 3.5 3.0 2.8 2.6 30...... 3.0 2 0 2.0 7.3 4.0 4.9 3.6 3.5 3.0 2.7 2.6 31 ...... 2.9 2 0 5.6 4.9 3.6 3.0 2.5

RIO SAN JUAN NEAR SANTA ROSALIA RANCH, TAMAtTLJPAS, MEXICO. This station was established in 1900 by the International (Water) Boundary Commis- sion. The San Juan is a long torrential stream entering the Rio rande 15 miles below Roma and 790 miles by river below El Paso. Six miles above its mouth is the town of Camargo. The station was first placed 12 miles above Camargo, but in tine of heavy flood in the Rio Grande backwater reached the station, and on July 14, 1902, t was moved 6 miles farther upstream to its present location. It is now above backwater Both banks are sandy clay which are above high water and do not erode. The bottom is sand, which erodes slightly in flood. Discharge measurements are made by means of a cable, ca -, and guy wire. The initial point for soundings is the cable support at the right bank. The gage is an inclined scantling spiked to posts and a tree, Low-water (no flow) is 0 on the gage. The highest recorded flood, on September 16, 1904, rea ;hed 27 feet on the gage. The observations during 1905 were made under the directior of the Mexican section of the International (Water) Boundary Commission. 88 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Rio San Juan near Santa Rosalia ranch, Tamaulipas, Mesefeo, in 1905.

Area of Mean Gage Dfe- Date. Hydrographer. section. velocity. height. chaa^e.

Square Feet per Second- feet. second. feet. feet. S. Jaso...... %6 0.31 2.5 209 .....do...... 659 .25 2.5 165 .....do...... 626 .26 2.3 160 .....do...... 621 .19 2.2 117 .....do...... 618 .18 2.2 113 January 26 ...... do...... 600 .12 2.0 74 .....do...... 614 .13 ' 2.0 81 .....do...... 591 .13 2.0 77 .....do...... 601 .14 1.95 82 February 12 ...... do...... 543 .11 1.7 58 .....do...... 545 .10 1.7 54 February 20 ...... do...... 583 .12 2.0 69 .....do...... 636 .17 2.3 109 February 28 ...... do...... 587 .11 2.0 63 .....do...... 567 .10 1.9 57 .....do...... 817 .72 3.4 586 March 8...... do...... 1,839 1.82 7.2 3,345 March 13...... do...... 609 .29 2.2 176 March 17...... do...... 658 .40 2.6 264 March 21...... do...... 630 .36 2.5 227 March 25...... do...... '...... 596 .33 2.2 194 March 29...... do...... 552 .20 1.9 113 Aprils...... do...... 614 .32' 2.4 198 April 7...... do...... 453 .12 1.4 53 April 12...... do...... 486 .15 1.6 74 April 20...... do...... 434 .12 1.25 52 April 24...... do...... 748 .58 3.35 436 April 28...... do...... 493 .10 1.4 49 May 3...... do...... 414 .12 1.3 49 MayS...... do...... 1,466 1.51 6.45 :,191 May9...... do...... 877 .89 3.95 778 May 12...... do...... 448 .16 1.7 72 May 17...... do...... 344 .09 1.1 30 May 22...... do...... 308 .08 .9 25 May 26...... do...... 310 .08 1.0 26 May 31...... do...... 2,431 2.53 10.25 6,142 .....do...... 3,736 3.92 15.65 14,663 .....do...... 2,794 2.41 11.7 6,741 June 5...... do...... 1,283 1 98 5.65 2,541 June 9...... do...... 541 .66 3.2 355 June 13 ...... do...... 389 .34 2.3 132 '.21 June 17...... 307 1.75 66 June 22...... do...... 970 1.34 4.1 1,296 June 27...... do...... 359 .44 2.55 158 JulyS...... do...... 312 .22 1.8 69 July?...... do...... 256 .10 1.3 25 July 11...... do...... 219 .07 1.0 16 July 15...... do...... 202 .07 .9 15 July 16...... do...... 491 .74 3.0 361 July 18...... do...... 3J883 4.04 16.35 15,676 July 19...... do...... 1,748 2.58 10.1 4,518 Juiv 25...... do...... 288 .44 2.3 127 BIO GRANDE BASIN. 89

Discharge measurements of Rio San Juan near Santa Rosalia ranch, Tamaulipas, Mexico, in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. July 31...... 190 0.14 1.5 27 .....do...... 167 .12 1.3 20 .....do...... 151 .08 1.1 12 .....do...... 371 .91 2 9 338 .....do...... 229 .29 1.8 66 .....do...... 153 .15 1.2 23 August 22...... do...... 135 ' .08 .9 11 August 26...... do...... 118 .08 .8 10 August 30...... do...... 108 .06 .7 7 .....do...... 101 .06 .5 6 .....do...... :...... 382 .90 2.8 345 .....do...... 626 2.16 4.85 1,354 September 20...... do...... :...... 3,955 4.57 16.5 18,071 .....do...... 2,521 3.35 13.15 8,444 .....do...... 653 1.77 5.05 1,155 .....do...... 231 .56 2.2 129 October 3...... do ...... 180 .30 1.7 54 .....do...... 1,485 2.68 6.55 3,973 .....do...... 2,620 3.52 13.65 9,230 .....do...... 1,761 3.28 10.2 5,781 .....do...... '...... 1,386 - 2. 35 8.0 3,262 .....do...... 605 1.45 4.7 875 October 13...... do...... 1,481 2.63 8.6 3,899 .....do...... 580 1.30 4.5 756 .....do...... 470 .82 3.3 387 October 26...... do...... 462 .82 3.2 378 .....do...... 2,170 3.77 14.7 8,179 .....do...... 1,661 3.39 11.2 5,625 .....do...... 1,614 2.54 8.75 4,102 .....do...... 1,083 1.92 6.6 2,077 .....do...... 954 1.87 5.9 1,786 .....do...... 1,844 2.41 10.75 4,445 .....do...... 917 1.42 4.9 1,305 .....do...... 960 1.15 4.4 1,104 .....do...... 1,050 1.72 5.45 1,801 .....do...... 709 1.40 4.3 090 .....do...... 712 1.23 4.2 875 December 22...... do...... 638 1.14 3.9 727 .....do...... 600 .98 3.7 58S December 30...... do...... 636 .76 3.6 485 ' 90 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Rio San Juan near Santa Rosalia Ranch, Tamaulipzs, Mexico, for 1905.

Day. ' Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 2.6 2.0 2.0 1.7 1.4 7.4 i ^ 0.6 4.75 4.6 2...... 2.6 3.25 1.7 14.1 1.95 1.4 .6 1.75 3...... 2.6 2.3 1 9 2.2 1.3 1.75 1.4 .6 3.5 14 45 4.4 4...... 2.5 2.0 1.9 1.7 1.6 1.3 .5 6.6 9.95 4.3 5...... 2.5 1.9 2.6 1.6 1.3 6.0 1.5 1.3 8.25 6...... 2.5 1.9 3.8 1.3 5.2 1.4 ' 1.3 .5 4.35 7...... 2 5 1.9 4.1 1.4 1.25 1.25 1.2 11.9 11.7 4.5 8...... 2.5 1.9 6.6 1.4 4.6 3.45 1.1 1.3 11.3 4.7 2.5 9...... 2.0 4.2 1 4£ 1.1 1.1 7.35 8.7 10...... 2.4 1.95 3.2 1.5 2.65 1.0 1.1 5 45 9.35 5.3 11...... 2.4 1.85 2.45 1.6 1.95 2.55 1.0 2.95 4.55 8.0 4.15 12...... ^.35 1.75 2.3 1.55 1.8 2.4 1.0 2.7 6.9 6.9 4.5 13...... 2.3 1.7 2.2 1.5 1.65 2.25 .95 1.95 8.5 6.6 4.4 14...... 2.3 1.8 2.2 1.5 1.45 2.15 .9 1.75 5.65 6.6 4.3 15...... 2.2 1.8 2.65 1.4 13 1 QH g 1.55 4 9 6.65 4.3 16...... 2.2 1.7 2.5 1.4 1.2 1.85 2.9 1.45 4.45 6.5 4.25 17...... 2.2 1.7 2.8 1.4 1.7 6.2 1.35 2.35 4.1 5.85 4.2 18...... 2.2 1.7 2.85 1.3 1.1 1.6 1.15 2.5 4.2 19...... 2.2 2.15 2.7 1 ^ 1.05 11.45 1.1 4.0 3.65 4.1 20...... 2.2 2.0 2.6 1.0 1.5 6.15 1.0 14.5 3.55 5.55 4.1 21...... 2.2 1.95 2.5 1.2 1.7 5.1 .95 11.75 3.25 9.1 3.9 22...... 2.15 2.1 2.4 1.2 5.65 3.25 .9 6.15 3.35 6.75 3.9 23...... 2.1 2.2 2.35 1.2 ' .9 4.85 2.75 .9 4.3 3.45 5.95 3.9 24...... 2.1 2.3 2.3 2.25 3.6 9 dK 3.9 25...... 2.0 2.2 9 fi QK .8 3.9 3.3 5.3 3.8 26...... 2.0 2.2 2.1 1.0 .8 3.85 3.2 5.2 3.7 2.1' 27...... 2.0 2.0 3.35 1 9 .7 2.75 3.1 4.9 3.7 28...... 2.0 2.0 1.35 1.0 3.15 1.8 .7 2.35 3.1 4.8 3.7 29...... 2.0 1 9 1.3 2.35 1.7 .7 2.15 3.0 4.7 3.6 30...... 2.0 1.85 1.25 1.95 1.6 .7 2.0 3.0 4.6 31...... 2.0 1.7 8.5 1.5 .7 3.0 3.6

NOTE. No flow September 7-16.

CONEJOS RIVER NEAR MOGOTE, COLO. Conejos River is the largest tributary of the Rio Grande in Colorado. Its source is the slopes of Conejos Peak and adjoining mountains, which have a general altitude of 12,000 feet. The general course is very irregular. Half of this course is in canyon, while the lower half is through the broad, almost level San Luis Valley. The lower basin is composed of gravelly mesas which merge into the level valley lands below. Rainfall data collected at Conejos by the United States Weather Bureau for a few months give the mean annual rainfall as 10 inches. The precipitation increases with the altitude to approximately 20 inches in the head waters. Irrigation as heretofore practiced has been very crude, and almost the entire nor­ mal flow of the river at low water is required for the numerous small ditches which render^ cultivation possible. This station was established August 25, 1899, by A. L. Fellows, and is kjearEed 500 feet below the highway bridge 4 miles above Mogote, Colo., in T. 33 N., R. 7$p., New Mexico principal meridian. The nearest railroad station is Antonito, Colo., 12 miles east. This station was discontinued in the fall of 1900 and reestablished in the spring of 1903. The fact that Conejos River is the chief tributary of the Rio Grande in Colorado makes this station of importance, as it is above all diversions, of which there are a great many in Conejos Valley. A number of storage reservoirs are proposed for this basin. RIO GRANDE BASIN. 91

" The channel atJthe gage has a very gentle curve, and the bed is composed of small bowlders and cobblestones. The banks are low, of alluvial material, and will overflow during very high water. At extremely high stages, water passes through low depressions around both sides of the channel and is not registered on the gage. Such was the case during the extreme high water of June, 1905. The velocity is moderate at low water at this section. At the highway bridge above the gage the channel is 90 feet in width, with a 9-foot crib pier breaking the current at the center of stream. The section is not uniform, and is composed of bowlders and cobblestones. During the high water of June a considerable volume of water passed around the right end, running over the bridge to a depth of about 6 inches. This high water also eroded the channel greatly and changed its alignment for 1 mile above and many miles below. During August and the remaining portion of the year this section was partially obstructed by a temporary rock and log dam extending at a slight angle upstream and under the left span of the bridge. This dam was for the purpose of diverting water for irrigation and will probably go out with high water. At low water the velocity is moderate at the station, and at high stages it is very swift. Discharge measurements are made at the gage rod during >w water, and from the down- stream side of the highway bridge during high water. Th initial point for soundings is the face of the right abutment. The gage is an inclined staff fastened to a large stump on the left bank of the river at Mr. King's ranch. Gage heights range from 1 to 6 feet on th gage. During 1905 the gage was read twice each day by Miss Nellie King. The bench r ark is the center of three 20- penny nails driven into the base of a large cottonwood tree, 30 | feet south of gage; elevation, 7.87 feet above the datum of the gage. Information in regard to this station is contained in th< following publications of the United States Geological Survey (Ann=Annual Report; W =Water-Supply Paper): Description: WS 37, pp 278-279; 50, p 348; 99, p 397; 132, p 94. Discharge: WS 37, p 279; 50, p 348; 99, p 398; 132, p 95. Discharge, monthly: Ann 22, iv, p 348; 99, p 399; 132, p 96. Gage heights: WS 37, p 279; 50, p 348; 99, p 398; 132, p 95. Rating tables: WS 52, p 519; 99, p 399; 132 p 96. Seepage computations: WS 50, p 306.

Discharge measurements ofConejos River near Motjote, Golo., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. sectu n. velocity. height. charge.

Squa re Feet per Second- Feet. feet second. Feet. feei. April 21 ...... 76 62 2.01 2.20 328 .....do...... 81 89 4.69 3.65 1,356 July 27...... do...... 66 <>1 1.64 2.00 246 .....do...... 65 61 1.02 1.30 62

oWading at gage rod. 92 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, of Conejos River near Mogote, Colo.,for 1905.

Day. Apr. May. June. July. Aug. Sept. Oct.

1...... 1.65 3.4 4.8 3.2 1.7 1.7 1.6 2...... 1.4 3.4 5.1 3.0 2.2 1.6 1.55 3...... 1.5 3.0 5.15 3.0 2.25 1.5 1.5 4...... 1.55 2.8 5.55 3.35 2.4 1.5 1.4 5...... 1.6 2.7 5.65 3.6 2.1 1.55 1.4 6...... 1.6 2.55 4.4 3.65 2.2 1.55 1.4 7...... 1.75 2.7 5.05 2.35 2.2 1.6 1.35 8...... 1.85 2.85 5.35 2.65 2.15 1.5 1.3 9...... 2.0 3.0 5.05 2.4 2.05 1.5 1.3 10...... 2.1 2.85 4.9 2.55 1.9 1.5 1.3 11...... 2.0 2.75 4.85 2.55 2.25 1.5 1.2 12...... 2.0 2.75 4.7 2.45 2.1 1.4 1.2 13...... 2.05 3.0 4.7 2.4 1.9 1.4 1.2 14...... 2.0 3.1 4.6 2.4 1.9 1.4 1.2 15...... 2.1 3.55 4.7 2.5 1.8 1.4 1.2 16...... 2.05 3.9 4.55 2.5 1.7 1.4 1.2 17...... 2.15 4.15 4.3 2.3 1.7 1.3 1.3 18...... 2.2 4.3 4.2 2.2 1.65 1.35 1.3 19...... 2.35 4.35 4.1 2.25 1.6 1.3 1.3 20...... 2.2 4.45 3,95 2.4 1.65 1.3 1.3 21...... 2.25 4.45 3.8 2.45 1.6 1.3 1.3 22...... 2.35 4.5 3.7 2.45 1.6 1.3 1.3 23...... 2.3 4.6 3.8 2.4 1.6 1.3 1.4 94 2.2 4.75 3.7 2.2 1.6 1.25 1.5 25...... 2.2 4.75 3.6 2.1 1.8 1.25 1.5 26...... 2.3 4.85 3.55 2.0 1.7 1.4 1.4 27...... 2.5 4.8 3.55 2.05 1.7 1.4 1.4 28...... 2.7 4.6 3.5 2.2 1.65 1.4 1.4 29...... 2.9 4.05 3.4 2.4 1.75 1.4 1.4 30...... 3.05 4.25 3.3 2.3 1.7 1.65 1.4 01 A K 2.15 1.7 1.4

Station rating table for Conejos River near Mogote, Colo.,from April 1 to June 5,1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feel. Second-feel. Feet. Second-feet. Feet. Second-feet. 1.40 25 2.40 425 3.40 1,120 4.40 2,180 1.50 55 2.50 480 3.50 1,210 4.50 2,300 1.60 85 2.60 540 3.60 1,310 4.60 2,430 1.70 120 2.70 600 3.70 1,410 4.70 2,560 1.80 155 2.80 660 3.80 1,510 4.80 2,690 1.90 190 2.90 725 3.90 1,610 4.90 2,820 2.00 230 3.00 795 4.00 1,720 5.00 2,950 2.10 275 3.10 870 4.10 1,830 5.20 3,230 2.20 320 3.20 950 4.20 1,940 5.40 3,510 2.30 370 3.30 1,030 4.30 2,060 5.60 3,800

The above table is applicable only for open channel conditions. It is based on one discharge meas­ urement made during 1905 and on 1904 measurements. It is not Well defined. EIO GRAKDE BASIN PECOS RIVER. 93

Station rating table for Conejos River near Mogote, Colo.,fr< n June 6 to October 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Disci rge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Secon feet. Feet. Second-feet. 1.20 45 2.30 375 3.40 1 20 4.50 2,300 1.30 60 2.40 425 3.50 : 210 4.60 2,430 1.40 80 2.50 480 3.60 i 310 4.70 2, 560 1.50 100 2.60 540 3.70 i 410 4.80 2,690 1.60 125 2.70 600 3.80 i 510 4.90 2,S20 1.70 155 2.80 660 3.90 i 610 5.00 2,950 1.80 185 2.90 725 4.00 i 720 5.10 3,090 1.90 215 3.00 795 4.10 i 830 5.20 3,230 2.00 250 3.10 870 4.20 i 940 5.30 , 3,370 2.10 290 3.20 950 4.30 2 060 5.40 3,510 2.20 330 3.30 1,030 4.40 2 180

The above table is applicable only for open channel conditions. ; is based on three discharge meas- urements made during 1905. It is not well defined. Estimated monthly discharge of Conejos River near Uogote, Colo.,for 1905. [Drainage area, 282 square miles Discharge in second-feet. Run-off. Month. Total in Second-feet Maximum. Minimum. Mean. acre- feet. per square Depth in mile. inches.

832 25 297 17, 670 1.05 1.17 May...... 2,755 510 1,544 94,940 5.48 6.32 3,875 1,030 2,226 132, 500 7.89 8.80 July...... 1,360 250 528 32,460 1.87 2.16 425 125 213 13,100 .755 .870 155 52 87.4 5,201 .310 .346 125 45 71.5 4,396 .254 .293

300,300

PECOS RIVER AT SANTA ROSA, MEX. This station was established May 5, 1903, by H. C. Hun It was originally located at the bridge of the Chicago, Rock Island and Pacific Railway, t was moved later in the year to a point 335 feet above the railway bridge. The bed of the river is solid rock, overlaid by quicksand o the depth of 2 or 3 feet in the long dry season. The current is never sluggish and becomes very swift during the time of floods. The channel is straight for one-fourth mile above ,nd below the station. Both banks are high and can not overflow. Discharge measurements are made by means of a cable. 1 he initial point for soundings is the left end of the cable. The original gage was a staff bolted to the masonry footiu of the east tower. During the great flood of September 29 and 30, 1904, the upper por ion of the gage rod was torn away, but the lower portion was left intact. Anew gage wai installed on the east side of the second pier to replace the one which was torn out. Th s new portion of the gage is bolted to the east face of the second pier from the north e:id of the bridge. The same flood cut away the earth from the face of the north abutm mt, leaving the bench mark about 25 feet above the ground and inaccessible, so in establ shing the new gage reference was made to the old gage which had not been moved by the iood. During 1905 the gage was read once each day by L. M. Shely. Bench marks were established as follows: (1) A shelf cut in the east abutment; elevation, 29.70 feet. (2) i chiseled surface on the east side of the first pier from the north end of the bridge, near tfo top of the second stone from IKK 174 06 7 STREAM MEASUREMENTS IN 1905, PART X. the downstream end of the pier, in the second tier of stones from the bed rock, marked "B. M."; elevation, 6.41 feet. (3) The top of the downstream end of retaining wall on the east side of the river; elevation, 14.60 feet. Elevations refer to the datum of the gage. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 99, pp 363-364; 132, p 97. Discharge: 99, p 364; 132, p 97. Gage heights: 99, pp 364-365; 132, p 98. Discharge measurements of Pecos River at Santa Rosa, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. Height. charge. Square Feet per Second Feet. feet. second. Feet. feet. May2...... J. M. Giles...... 96 236 5.61 2.50 1,321 June 2...... E . Patterson ...... 93 196 5.28 2.10 1,035 .....do...... 93 195 5.88 2.30 1,145 JulyS...... do...... 78 37 1.49 1.10 55 July 7...... do...... 26 14 1.03 .80 14.5 25 12 1.19 .72 14.8 24 12 1.16 .71 13.9 .....do...... 24 11 1.09 .81 12 J.M. Giles...... 26 13 1.16 .80 15 18 10 1.19 .87 12

Daily gage height, in feet, of Pecos River at Santa Rosa, N. Mex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dee.

1...... 0.5 0.5 1.5 1.0 1.5 2.6 1.5 1.2 0.7 0.7 0.8 1.5 2...... 5 .5 1.6 1.0 2.5 2.1 1.5 3.0 .7 .7 .8 1.0 3...... 5 .5 2.0 1.0 2.5 2.0 1.5 2.5 .7 .7 .8 1.0 .5 .5 2.0 1.0 2.5 3.05 1.0 2.5 1.5 .7 .8 1.0 5...... 5 .5 2.5 1.0 2.5 2.2 .9 2.0 1.5 .7 .8 .8 6...... 5 .5 3.0 1.0 2.5 2.1 .8 2.0 1.0 .7 .8 .8 7...... 5 3.0 1.0 3.0 1.9 .8 1.5 .9 .7 .9 .8 8...... 5 .6 2.0 1.5 2.5 2.0 .8 1.5 .9 .7 .8 .8 9...... 5 .6 2.0 1.5 2.5 3.0 .8 1.5 .9 .8 1.0 .8 10...... 5 .6 2.0 1.5 2.5 2.3 1.5 .9 .8 1.1 .8 11...... 5 .6 2.0 2.5 2.5 2.0 .7 1.5 .9 .8 .9 .8 12...... 5 .6 1.5 2.5 2.5 2.5 .7 2.5 1.3 .8 .9 .8 13...... 5 .6 1.5 1.5 2.5 .7 2.0 1.0 .9 .8 14...... 5 .6 1.5 1.5 3.0 2.0 .7 1.5 1.0 .8 .9 .9 15...... V. . .4 .6 1.4 1.5 2.5 1.7 .7 1.5 1.0 .8 .9 .8 16...... 4 .6 1 ^ 1.7 .7 1 ^ 1.0 9 .6 17...... 4 .6 1.4 1.5 2.5 1.0 1.0 g .6 18...... 4 .6 1.4 1.5 2.5 1.0 .7 .9 9 .6 19...... 4 .6 1.4 2.5 1.0 .7 .8 .9 .5 20...... 4 .8 1.4 1.5 2.5 1.0 .7 .7 .7 .8 .9 .5 21...... 4 .8 1.4 1.5 2.5 1.0 .9 .9 22...... 4 1.0 1.4 1.5 2.5 1.0 2.5 .7 .8 .9 .5 23...... 4 1.5 1.4 3 C 2 C 1.0 1.5 .7 4.0 .5 24...... 4 1.5 1.4 ^ n 2 0 1.0 1.5 .7 2.5 .5 25...... 4 3 fl 1.4 3 /t 3 fl 1.0 1.5 .7 1.5 .6 26...... 1.5 1.4 2 5 2.5 1.0 .7 1.5 .6 27...... 4 1.5 1.4 9 5 2 C 1.5 1.0 .7 .7 3.0 .6 28...... 4 i r 2 C 2.5 1.5 1.0 .7 .7 1.0 .6 29...... 5 1.4 2 C 9 ^ 1 ^ 1.0 .7 .7 2.0 .6 30...... 5 1.4 3 n 1 ^ 1.0 .7 .8 1.6 .0 31...... 5 1.4 2.0 1.0 .7 .8 .6 RIO GKANDE BASIN PECOS EIVEE. 95

PECOS RIVEK NEAR FORT STIMISTER, ST. MEX. This station was established June 12, 1904, by Earl Pat irson. It is located about 12 miles northwest of Fort Sumner, N. Mex., and 45 miles sou of Santa Kosa, N. Mex., the nearest railway station. It was originally located 1 mile stream from the spring, trees, and houses known as Arinosa, but was relocated July 5, 19C , near the spring, Both banks are high and will not overflow except in ex erne high water. The bed of the river is clean, shifting sand. Discharge measurements are made by wading at or near he gage. The gage is an inclined staff bolted to a ledge of sandsto e on the right bank. During 1905 the gage was read twice each day by J. C. Pacheco. Bsnch marks were established as follows: (1) The head of a bolt set in the rock 14 feet upstr am from gage; elevation, 7.48 feet. (2) A cross cut in the sandstone ledge 5 feet downstr am from gage; elevation, 7.11 feet. Elevations refer to the datum of the gage. A description of this station and gage height and discharg data are contained in Water- Supply Paper No. 132 of the United States Geological Surv y, pp. 98101.

Discharge measurements of Pecos River near Fort Sw ner, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Ilydrographer. Width. sect: )n. velocity. height. charge.

Squ ire Feet per Second Feet. fe second. Feet. feet. July 4...... E. Patterson ...... 84 68 1.56 1.40 107 July 6...... do...... 91 55 1.55 1.30 86 August 22 ..... 46 m 1.64 1.40 86 62 1.48 1.45 92 .....do...... 80 59 1.60 1.50 95 (0) J.M. Giles...... W 1.76 2.00 352 («) .....do...... M5 2.70 3.00 1,093 («) .....do...... >15 3.36 4.00 2,066

a Computed from slope measurement, using Ku er's formula. 96 STREAM MEASUREMENTS IN 1905, PART X.

Daily gage height, in feet, ofPecos River near Fort Sumner, N. Hex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 0.4 9 95 1 ^ 2.3 2.3 1.8 1.4 1.4 1.55 1.75 2...... 4 .3 9 9 1.7 1.5 1.4 1.4 1.5 1.8 3...... 4 1 Q o 45 9 9fi 1 ^ 1.75 4...... 4 2.0 1.3 2.4 1.95 1.45 1.72 1.4 1.4 1.65 1.65 5...... 4 0 QC 1.2 9 9 9 99 3.2 1.4 1.55 1.65 6...... 4 7C 2.15 2.3 1.3 1.87 1.0 1.4 1.6 1.65 7...... 4 .8 1.3 1 (K 1.4 1.87 1.5 1.4 1.6 1.75 8...... 4 g 1.1 2.05 2 1 2.15 1.6 1.4 1.6 1.7 9...... 4 .7 1.4 1.85 1.45 1.7 1.65 10...... 4 1.25 1 ° 2.45 1.77 1.5 1.5 1.7 1.6 11...... 4 1.3 1 ^ 2.6 1.7 1.7 1.5 1.7 1.75 12...... 4 9 35 1.4 1.9 1.5 1.45 1.65 1.8 13...... 1 9 1.7 2.0 2.3 1.45 14...... 6 1.2 9 £5 9 oc 1.4 1.77 1 A*\ 1.45 1.7 15...... 2. 15 9 9 1.52 1.45 1.45 1.7ii 16...... 4 1.2 o 9 1.4 1.4 1.6 1.7 17...... 4 11C 9 oc 1 9 1.47 1.35 1.45 1.55 1.7 18...... 3 1.45 1.42 1.3 1.45 1.5 1.7 19...... 3 1.75 9 55 1 9 1.42 1.35 1.4 1.5 1.75 20...... 3 g 3 1 1 Q 1 ^ 1.4 1.75 21...... 3 0 9 95 1 S 1.3 1.4 1.6 1.7 22...... 3 .7 1.1 1.7 2.5 1 9 9 i 1.3 1.4 1.65 1.6 23...... 3 1.3 9 7 3.3 2.0 1.4 1.35 1.45 2.2 1.5 24...... 4 1.55 g 2 95 1.7 1.45 1.35 1.45 2.7 ' 2.25 25...... 4 1.2 9 QPi 2 9 1.6 1.45 1.35 1.5 2.1 1.95 26...... 4 2.25 1.7 1.4 1.35 1.5 1.75 1.85 27....-.-..-.... .4 9 g 9 o 9 95 1.6 1.6 1.35 1.85 28...... 2.45 1.5 1

Daily discharge, in second-feet, of Pecos River near Fort & umner, N. Mex., for 1905.

Sept. Oct. Nov.. Dec.

I 85 90 120 225 i 85 90 110 260 1 85 90 115 225 l 85 90 135 180 i 1, 250 90 110 180 170 90 120 180 130 90 115 225 i 170 90 110 200 170 95 130 180 130 105 130 140 i 215 105 130 210 i 130 95 120 240 i 130 95 110 325 117 95 110 200 1 117 95 100 210 i 105 90 105 200 i 95 95 100 200 i 85 95 95 200 i 85 90 95 210 95 90 100 210 85 90 105 190 85 90 115 140 95 95 480 95 ! 95 95 825 500 ! 95 105 420 325 95 105 230 265 97 105 157 265 117 105 210 240 105 105 280 240 130 160 420 210 130 600

KOTE. Daily discharge determined by indirect method as appliedfc ,o shifting channels, As no meas- urements were made prior to July 4. no estimates have been made fc r that period. Estimated monthly discharge of Pecos River near Fort Summer, N. Mex., for 1905.

Discha ge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

July 5-31...... 420 85 138 7,391 550 85 191 11,740 1,250 85 151 8,985 160 90 98.4 6,050 . 825 95 183 10,890 600 95 235 14,450

59,510

PECOS KIVER XEAR EOSWELL, K. MEX. This station was established April 24, 1903, by W. M. Reed It is located at the highway bridge 8 miles southeast of Roswell, N. Mex., and about 200 i eet below the mouth of Hondo River. The channel is straight for one-half mile above and below ihe station and has a width at low water of about 50 feet and at ordinary high water of 430 feet The channel is broken by 98 STREAM MEASUREMENTS IN 1905, PART X. two iron piers. The current is rapid except near the mouth of Hondo River, where it be­ comes sluggish. At high water the Pecos and the Hondo join above the bridge. The gage heights on the Pecos may be affected by back water at periods when the Pecos is low and the Hondo is high. Both banks are high and free from timber, but they overflow at extreme flood stages. The bed is sandy and shifting, and the cross section changes during each flood. Discharge measurements are made from the highway bridge. The initial point for sound­ ings is a zero marked on the guard rail at the west end and north side of the bridge. The original gage is painted on the right side of the right pier of the bridge. September 15, 1905, a standard chain was bolted to the upstream fencing of the bridge 325 feet from the initial point for soundings; length of chain, 26.45 feet.. During It05 the gage, was read twice each day by Miss Dovie Goldsmith. Bench marks were established as follows: (1) The top of the pier upon which the original gage is painted; elevation, 20.10 feet. (2) The top of angle bar connecting fencing with first upright east of pier on which the gage is painted; elevation, 25.17 feet. Elevations refer to the datum of the gage. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 99, p 360; 132, p 101. Discharge: 99, p 360; 132, p 102. Gage heights: 99, p 361; 132, p 102.

Discharge measurements of Pecos River near Roswell, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. February 28 ... 290 433 2.10 2.90 910 March 28...... F. S. Dobson ...... 164 260 1.65 2.00 431 April 12 ...... 176 274 2.21 2.55 605 April 26...... 317 729 4.53 4.50 3,305 April 28 ...... do...... 304 415 3.13 3.40 1,300 May 23 ...... do...... 364 682 4.48 4.50 3,059 June 14 ...... do...... 362 535 2.92 3.70 1,565 July 10 ...... do...... 106 74 .85 2.30 63 July 18 ...... 36 39 .81 1.90 32 July 24 ...... do...... 370 765 4.74 5.80 3,631 371' July 25 ...... do...... 1,300 5.25 6.80 6,821 July 27 ...... do...... 223 618 4.47 4.50 2,761 J. M. Giles...... 377 1.90 3.40 721 August 9 ...... E. Patterson ...... 379 498 3.26 3.80 1,625 August 26 ...... do...... 112 133 .80 1.80 106 August 28 ...... do...... 120 108 .71 1.70 77 .....do...... 104 96 .76 1.70 74 .....do...... 219 1,063 5.88 5.90 6,259 .....do...... 204 541 2.45 3.50 1,327 .....do...... 214 430 3.10 3.60 1,336 .....do...... 150 198 2.38 2.80 472 .....do...... 137 187 2.19 2.75 409 .....do...... 102 113 1.35 2.45 153 October 13...... do...... 101 85 1.04 2.25 89 October 13..... J.M. Giles...... 90 92 1.14 2.25 105 October 23. .... 101 89 1.07 2.30 97 October 30...... do...... 100 93 1.04 2.30 97 .....do...... 270 1.23 3.00 333 November 10 .....do...... 328 1.93 3.00 634 J.M.G\\es...... r.... 710 3.20 4.10 2,273 .....do...... 686 2.81 4.00 1,928 180 308 1.28 2.60 398 RIO GRANDE BASIN PECOS JRIVER. 99

Daily gage height, in feet, of Pecos~ River near Rosw^l, N. Mex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 1.2 1.2 2.5 2.3 3.3 3.5 2.5 3.3 1.8 2.1 2.5 3.5 2...... 1.2 1.2 2.5 3.0 3.35 3.4 2.5 3.0 1.8 2.1 2.5 3.2 3...... 1.2 1.2 2.3 2.45 3.2 3.4 2.5 4.0 1.8 2.2 2.6 3.2 4...... 1.2 1.2 2.3 2.3 3.2 3.4 2.5 3.3 1.8 2.4 3.0 3.0 5...... 1.0 1.3 2.9 2.3 3.2 3.4 2.5 3.2 1.8 2.4 3.0 2.8 6...... 1.0 1.3 2.3 2.35 3.2 2.5 3.2 7.5 2.3 3.0 2.6 7...... 1.0 2.0 2.5 2.45 3.45 5.0 2.4 3.2 3.7 2.3 3.0 2.6 8...... 1.0 2.0 4.0 2.45 3.35 4.0 2.4 3.0 3.6 2.3 3.0 2.6 9...... 1.0 2.2 3.0 2.4 3.35 3.5 2.3 3.8 2.9 2.2 3.3 2.6 10...... 1.6 2.2 3.0 2.4 3.2 3.5 2.3 3.4 3.7 2.2 3.0 2.6 11...... 2.0 2.0 3.9 2.45 3.1 4.0 2.3 3.4 3.0 2.2 3.0 2.7 12...... 2.0 2.0 3.0 2.5 3.5 4.0 2.3 3.3 2.5 2.2 3.0 2.7 13...... 2.6 2.4 3.0 2.5 3.45 4.4 2.2 3.2 2.45 2.2 3.0 2.7 14...... 2.0 2.4 2.9 2.45 3.35 3.7 2.2 3.2 2.45 2.1 2.8 2.7 15...... 2.0 2.9 2.45 3.25 3.5 2.2 3.2 2.45 2.1 2.8 2.7 16...... 1.6 2.6 2.8 2.45 3.25 3.5 2.0 2.8 2.4 2.1 2.8 2.7 17...... 1.4 2.8 2.6 2.45 3.3 3.5 2.0 2.6 2.4 2.1 2.8 2.7 18...... 1.0 2.7 2.6 2.45 3.45 3.5 2.0 2.5 2.4 2.1 2.8 2.5 19...... 1.0 2.5 2.3 2.45 3.45 3.5 6.2 2.3 2.3 2.1 2.6 2.5 20...... 2.3 2.2 2.45 3.5 3.5 3.3 2.3 2.2 2.1 2.6 2.5 21...... 2.0 2.6 2.0 2.45 3.8 3.5 3.0 2.0 2.2 2.1 2.6 2.5 22...... 2.4 2.6 2.0 2.45 4.45 3.5 3.0 2.0 2.2 2.1 2.5 23...... 2.4 2.0 2.0 5.35 4.45 3.5 10.0 2.0 2.2 2.1 2.6 2.5 24...... 2.0 2.0 5.0 4.45 3.3 6.0 2.0 2.2 2.1 4.75 2.5 25...... 2.0 2.6 2.0 4.0 4.45 3.3 6.7 1.8 2.1 2.1 3.85 2.5 26...... 2.0 3.6 2.6 4.45 4.45 3.3 5.6 1.8 2.1 2.3 3.5 2.5 27...... 1.1 3.0 2.4 3.75 3.3 4.3 1.8 2.1 2.3 3.3 2.5 28...... 1.8 2.5 2.0 3.3 4.0 3.3 3.8 1.8 2.1 2.4 3.0 2.5 29...... 1.3 ...... 2.0 3.3 3.7 3.3 3.4 1.8 2.1 2.4 2.8 2.4 30...... 1.2 2.0 3.3 3.7 3.0 3.4 1.8 2.1 2.45 3.5 2.4 31...... 2.0 3.5 3.4 1.8 2.45 2.4

PECOS RIVER NEAR DAYTON, N. MEX. This station was established March 24,1905. It was located about 3 miles east of Dayton, N. Mex., 100 feet below the mouth of Penasco River and abojut 6 miles above McMillan dam at Lakewood, N. Mex. The gage was washed out September 6, 1905, and the station was relocated September 7, 1905, about one-half mile upstream. The channel is straight for 200 feet above and 500 feet be! the station. The right bank is high and the cable will be accessible until the river rises aove 10 feet on the gage. The left bank is about the same height. The bed is clean shifting sand and the current good. Discharge measurements were made by means of a cable t. the original location until the new gage was established, when the cable was reerected aboul 100 yards below the new gage, The present gage is a staff fastened to posts driven into the right bank. During 1905 the gage was read once each day by Eugene Lattion. The bend mark is a nail in the upstream side of the post under the cable on the right bank; elevatior. 13.90 feet above the datum of the gage.. 100 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Pecos River near. Dayton, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet 'per Second- Feet. feet. second. Feet. feet. April 18...... J. M. Giles...... 145 327 1.71 2.52 559 May8...... 188 516 3.04 '4.60 1,572 J. M. Giles...... 149 409 2.80 4.18 1,145 May 28...... 192 510 3.83 5.20 1,956 June 13...... do...... 193 644 3.00 5.30 2,319 Julyl...... J. M. Giles...... 109 145 1.33 2.60 193 Julyl...... do...... 109 145 1.29 2.60 187 July 11...... 72 96 1.05 1.95 101 .....do...... 71 84 1.07 1.90 91 July 23...... do...... 196 744 3.25 5.00 2,422 July 23...... do...... 196 789 3.32 5.80 2,623 July 23...... do...... 196 823 3.64 6.00 3,004 .....do...... 140 170 .80 1.50 137 September 6 a J.M. Giles...... 94 126 1.55 1.72 196 .....do...... 171 552 1.82 3.40 1,006 .....do...... 170 491 1.84 3.15 905 .....do...... 96 161 2.61 1.95 419 .....do...... 96 163 2.80 2.05 456 96 108 2.14 1.50 236 J.M. Giles...... 109 142 1.62 1.65 230 .....do...... 109 143 1.68 1.67 240 112 142 1.60 1.70 228 October 21...... do...... 111 139 1.46 1.67 204 .....do...... 204 1.71 2.26 359 J.M. Giles...... 241 1.76 2.40 425 .....do...... 238 1.79 2.40 427 .....do...... 759 2.20 4.30 1,668 .....do...... 380 1. 55 3.00 588 November ^8 & .....do...... 378 1.62 3.05 612 December 8. ... E. Patterson...... 280 2.08 2.60 583 .....do...... 202 1.63 2.30 329

a Measurement by wading. '> Backwater from McMillan reservoir. NOTE. Measurements April 18 to September 1 made below the mouth of the Penasco; after Septem­ ber 1 made above mouth of Penasco.

RETURN TO THS BOOKCASES & FILES OF THE HYDRO-COMPUTING SECTION, WATER RESOURCES BRANCH, UNITED STATES GEOLOGICAL SURVEY. W ASH INGTGftL Q..C. RIO GRANDE BASITST PECOS RIVER. 101

Daily gage height, in feet, of Pecos River near Dayt< n, N. Mex., for 1905.

Day. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 4.6 3.4 1.5 1.4 1.6 3.5 2...... -....._.... 4 95 4.5 3.8 1.7 1.5 1.9 3.5 3...... 4.3 3.9 2.2 1.6 1.5 3.5 4...... 2.1 4.9 4.5 2.3 4.0 2.5 1.7 2.0 3.4 5...... 2. 65 5.1 4.2 2.3 3.6 2.3 1.7 2.2 3.4 6...... 2.3 5.2 4.3 2.2 3.6 1.7 1.7 2.2 3.0 7...... 2.3 5.2 5.6 2.1 3.4 . 4.5 1.7 2.2 2.9 8...... 4.5 5.0 3.4 1.7 2.3 2.9 9...... 2.25 5.4 4.4 2.2 4.8 3.3 1.6 2.4 2.7 10...... 2.15 4.4 9 1 4.5 2.8 1.6 3.0 2.7 11...... 4.7 4.6 2 1 3.8 2.5 1.6 2.9 2.7 12...... 4.3 6.0 2.0 3.5 2.0 1.7 2.9 2.7 13...... 3.0 4.3 2.0 3.3 2.2 1.8 2 7 9 7 14...... 3.3 4.4 4.6 2.0 3.4 2.0 1.5 2.6 3.1 15...... 3.0 4.2 4.7 2.0 4.0 1.5 1.7 2.5 3.0 16...... 3.5 4.0 4.5 2.0 3.9 1.7 1.7 2.5 3.0 17...... 4.2 4.6 1.9 3.0 1.8 1.7 2.6 2.9 18...... 3.3 4.2 4.3 1.81 Q 2 8 1.5 1.7 2.9 2.9 19...... 3.5 4.0 4.2 1.8 9 Q 1.3 1.7 2.3 2.9 20...... 3.3 4.2 4.0 3.8 2 5 3.0 1.7 2.3 2.7 21...... 6.5 3.7 3.0 2.3 2.0 1.7 2.3 2.7 Q q 4 9 o 7 2.8 1.7 2.5 2.7 23...... 5.2 3.6 10.9 9 2 1.4 1.7 2.4 2.7 24...... 2.5 4.5 3.4 1.8 1.5 1.7 4.5 2.8 25...... 2.3 6.45 6.2 3.9 1.7 1.5 1.6 5.4 3.2 26...... 5.7 5.4 3.2 1.7 1.5 1.7 4.2 2.5, 27...... 1.85 5.85 5.0 3.1 5.9 1.6 1.5 1.7 3.6 2.5 28...... 1.85 5.2 5.0 3.0 5.5 1.6 1.4 1.6 3.2 2.5 29...... 2.0 4.95 5.7 3.0 4.9 1.5 1.5 1.6 2.9 2.6 30...... 2.0 4.7 4.7 2.6 1.5 1.6 3.4 2.4 31...... 4,7 3.7 1.6 3.0

NOTE. Water above gage July 24-26. 102 STREAM MEASUREMENTS IN 1905, PART X.

PECOS RIVER AT CARLSBAD, N. MEX. This station was established May 20,1903, by V. L. Sullivan. It is located at the Green Street Bridge, Carlsbad, N. Mex., and is about 500 feet below the station of the Pecos Valley and Northeastern Railway and 2,000 feet below the Hagerman power dam. Both banks are high and not subject to overflow. The bed of the river is solid rock, much corrugated, which makes low-water measurements subject to considerable inaccuracy. The The channel is straight for some distance above and below the station. The current is swift at the station, but sluggish, both above and below. Discharge measurements are made by wading when the stage of the river will permit, and from the lower side of the bridge during floods. The initial point for soundings is on the south side of the bridge at the west abutment. The bridge and original gage were carried away by the flood of October, 1904. The new gage is in three sections: The first is a vertical section, reading from 0 to 6 feet, spiked to the abutment on the right bank. The second section, reading from 6 to 10 feet, is spiked to a post on the right bank. The third section, reading from 9 to 19 feet, is nailed to a pile in the railroad trestle over a ravine about 100 feet south of Green street and 100 feet from the river bank. The datum is the same as that of the original gage. During 1905 the gage was read twice a day by V. L. Sullivan, a civil engineer in the employ of the Pecos Valley Irrigation Company. The bench mark is the northeast corner of the stone threshold at the door of the men's waiting room of the Pecos Valley and Northeastern Railway depot; elevation, 25.63 feet above the datum of the gage. Information in regard to this station is contained in the following Water-Supply Papers of the United States Geological Survey: Description: 99, pp 358-359; 132, p llB. Discharge: 99, p 359; 132, p 103. Gage heights: 99, pp 359-360; 132, p 104.

Discharge measurements of Pecos River at Carlsbad, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. February 24 ... F. S. Dobson...... 190 671 2.10 2.39 1,413 March 13 ...... V. L. Sullivan...... 190 1,236 2.42 4.05 3,001 May 8 ...... 212 765 3.84 4.10 2,941 May 9 ...... do...... ' 202 608 4.51 3.95 2,740 May 13...... J. M. Giles...... 165 169 1.98 1.25 334 JulyS...... do...... 103 113 2.30 1.13 261 July 10...... do...... 120 185 3.66 1.76 678 V. L. Sullivan...... 310 4,110 13.36 15.85 54,930 .... .do...... ^...... 290 3, 151 12.29 12.60 38,730 .....do...... 260 2,266 10.76 9.85 24,380 July 28...... do...... 245 1,403 8.05 7.00 11,300 J.M. Giles...... 189 870 2.39 3.43 2,082 August 7...... do...... 182 708 2.04 2.70 1,441 October 10...... do...... 86 2.36 1.07 203 .....do...... 78 87 2.36 1.07 207 November 27 ...... do...... 407 4.72 3.05 1,923

Made by floats. RIO GRANDE BASIN PECOS RIVER. 108

Daily gage height, mfeet, of Pecos River at Cadsbcd, N. Hex., for 1905.

i Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 1.23 1.89 2.81 1.3 3.87 1.85 1.2 3.9 1.19 1.28 1.42 2.19 2...... 1.23 1.88 2.8 1.29 3.77 1.4 1.18 4.15 1.2 1.58 1.44 2.21 3...... 1.23 1.88 2.79 1.27 1.65 1.1 1.18 4.77 1.55 1.61 1.44 2.26 4...... 1.23 1.88 2.4 1.26 1.4 1.12 1.18 3.57 1.24 1.58 1.48 2.31 5...... 1.88 1.4 1.7 1 19 1 4« 1.55 1.44 2.16 6...... 1.88 1.67 2 9 1 19 1.49 1.15 1.44 2.09 7...... 1.88 2 c A QE 4 OK 1.18 2.9 1.84 1.11 1.27 2.02 8...... 1.23 1.87 2.8 A 0 1.18 3.0 1.08 1.2 1.92 9...... 1.23 1.87 3.13 1 9Q 3 QC 4 05 1 91 3 n 1.08 1.45 1.86 10...... 1.87 3 10 1 3 3.78 1.77 2 1 ^ 1.08 1.47 1.84 11...... 1.87 1 3 1.65 3 AJ1 1.68 1.08 1.77 1.82 12...... 1.23 1.87 2 DC 1.69 2.62 1.9 1.09 1.98 1.81 13...... 1.23 1.87 4.06 1 3^ 2 68 1.36 2.72 1.62 1.1 1.98 1.87 14...... 1.23 1.85 3.96 1.32 3.57 1.2 2.27 1.55 1.11 1.96 1.89 15...... 1.23 1.85 3.78 3.82 1.17 2.13 1.04 1.12 1.75 1.88 16...... 1.23 1.85 3.55 1.62 1.26 3.7 1.15 2.07 1.03 1.12 1.75 1.88 17...... 1.23 1.85 3.29 1.64 1.27 3.41 1.14 2.12 1.01 1.13 1.75 1.86 18...... 1.24 1.84 2.93 1.9 1.28 3.12 1.1 1.9 .99 1.13 1.75 1.82 19...... 1.24 1.84 2.65 1.91 1.29 2.75 1.0 1.7 .99 1.13 1.74 1.8 20...... 1.24 1.83 2.35 1.96 2.05 2.35 .99 1.65 1.0 1.14 1.73 1.75 21...... 1.24 1.83 1.2 2.0 3.6 2.1 1.48 1.52 1.0 1.14 1.72 1.68 22...... 1.83 1 IS 2 1 <) CO 1 93 1 t\d 1.47 1.14 1.71 1.62 23...... 1.24 1.83 1 id 3.6 1 93 2.77 1 45 1.14 1.7 1.6 24...... 1.24 2.39 1 99 2 C 2.4 1 93 8.67 i 43 1.15 1.69 1.64 25...... 1.24. 2.38 3.8 1 99 1.37 1.15 1.69 1.68 26...... 1.3 2.36 4.38 4 2 1 22 10 49 1.31 1.1 1.15 2.61 1.61 27...... 1.6 2.35 1.28 1.21 1.25 1.18 1.16 3.11 1.6 28...... 1.9 1.3 3 77 7.0 1.28 1.22 1.16 1.58 29...... 1.9 1.28 4.1 3.6 1.25 1.12 1.17 2.67 1.56 30...... 1.9 1.28 3.6 1.22 1.12 1.17 2.45 1.55 31...... 1.89 1.28 3.6 4.15 1.2 1.17 1.54 104 STREAM MEASUREMENTS TN 1905, PART X.

Station rating table a for Pecos River at Carlsbad, N. Mex., from May 29,1903, to December 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feel. .30 22 2.00 870 3.70 2,470 6.80 10,520 .40 35 2.10 950 3.80 2,610 7.00 . 11, 300 .50 50 2.20 1,030 3.90 2,750 7.20 12,080 .60 70 2.30 1,110 4.00 2,900 7.40 12, 870 .70 95 2.40 1,190 4.20 3,220 7.60 13, 670 .80 125 2.50 1,275 4.40 3,570 7.80 14, 500 .90 165 2.60 1,360 4.60 3,940 8.00 15,400 1.00 210 2.70 1,445 4.80 4,350 8.20 16, 360 1.10 255 2.80 1,530 5.00 4,800 8.40 17, 320 1.20 305 2.90 1,615 5.20 5,290 8.60 18,280 1.30 360 3.00 1,700 5.40 5,820 8.80 19, 240 1.40 420 3.10 1,790 5.60 6,380 9.00 20,200 1.50 490 3.20 1,890 5.80 6,970 9.20 21, 160 1.60 560 3.30 1,990 6.00 7,600 9.40 22,120 1.70 635 3.40 2,100 6.20 8,290 9.60 23,080 1.80 710 3.50 2,220 6.40 9,020 9.80 24, 040 1.90 790 3.60 2,340 6.60 9,760 10.00 25,000

a The above table is not strictly applicable June 13 to 22,1903, owing to a considerable change in the high-water section during the flood of October, 1904. The above table is based on two discharge measurements made during 1903, three made during 1904, and 16 made during 1905. It is fairly well defined between gage heights 1 foot and 16 feet. Below 1 foot it is subject to error as high as 20 per cent.

Estimated monthly discharge of Pecos River at Carlsbad, N. Mex., for 1903.

Discharge in second-feet. Total in Month. Maximum. Minimum. Mean. acre-feet.

15,640 119 1,959 116, 600 July...... 390 110 164 10,080 110 82 92.7 5,700 85 82 82.8 4,927 October...... 82 80 81.5 5,011 82 80 81.7 4,862 82 80 80.3 4,938

152, 100

a See rating table footnote. EIO GRANDE BASIN PECOS EIVEE. 105

Estimated monthly discharge ofPecos River at Carlsbad, N. Hex.,for 1904-

Disc] arge in second-feet. Month. Total in Maximum . Minimum. Mean. acre-feet.

16 80 99.4 6,112 14 90 94.0 5,407 13' 22 85.0 5,226 9( 88 88.1 5,242 111 0 84.3 5,183 12: 75 91.4 5,439 J«ty ...... 10 95 96.5 5,934 42 104 132 8,116 22 107 152 9,045 October 1-2; 11-31 ...... 30,20 1,190 4,269 194,800 1,53 255 695 41,360 76 295 521 24,800

316, 700

Estimated monthly discharge ofPecos River at Carlt Kid, N. Mex.,for 1905.

Disc arge in second-feet. Month. Total in Maximui . Minimum. Mean. acre-feet.

790 322 392 24,100 i,seo 734 838 46,540 3,2C4 295 1,266 77,840 April ...... 3,5E4 338 1,079 64, 210 3,450 338 1,574 96,780 3,2S!0 255 1,256 74,740 July...... 47,6(0 206 5,236 321,900 4,287 305 1,164 71, 570 1,700 206 486 28,920 508 246 308 18,940 1,800 305 739 43,970 i,l:,8 518 742 45,620

47,600 206 1,257 915, 100

PECOS RIVER AND MARGTIERETTA FLUME NEAR PECOS, TEX. This station was established January 1,1898, by Thomas U. Taylor, and is located about 6 miles above Pecos, Tex., at the flume of the Barstow Irrigation Company (old Margue- retta Canal Company). The canal diverts the water from Pecos River 3 miles above the flume from the west side of the river. The water, except about 10 second-feet taken by the West Valley ditch, is carried across to the east side by a timber flume supported on pile bents. The channel is straight for 300 feet above and 100 feet below the measuring section. The river bed is sandy and shifting. In floods such as those of October, 1904, and July, 1905, a large volume of water passes down the West Valley, west of the canal. This water spreads over the country from the flume to Pecos and can not be measured with any accuracy. Discharge measurements are made from a cable about 200 yards below the flume. The initial point for soundings is the post supporting the casle on the west bank. Measure­ ments taken in the flume at the east end show the amount of water used for irrigation on the east side of the river. 106 STEEAM MEASUREMENTS I1ST 1905, PAET X.

The gage is a staff which is nailed to one of the piles under the upstream side of the flume. The gage in the flume is at the east end and has its zero at the bottom of the flume. During 1905 both gages were read by Lawrence Vauter, gate keeper for the irrigation company. Bench marks were established as follows: (1) The top of the west abutment on the north side of the flume, marked "U. S. G. S. B. M. 21.70;" elevation, 21.70 feet. (2) On the stone wall on the south side of the canal, under the window of the gate keeper's house, marked "U. S. G. S. B. M. 20.95;" elevation, 20.95 feet. Elevations refer to the datum of the gage. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann = Annual Report; WS = Water-Supply Paper): Pecos River near Pecos, Tex. Description: WS 28, p 119; 37, p 285; 50, p 358; 66, p 76; 84, pp 168-169; 99, p 355; 132, pp 104-105. Discharge: WS 28, p 130; 37, p 385; 50, p 359; 66, p 77; 84, p 169; 99, p 356; 132, p 105. Discharge, monthly: WS 84, p 172; 99, p 358; 132, p 109. Discharge, yearly: Ann 20, iv, p 57. Gage heights: WS 28, p 125; 37, p 286; 50, pp 360-361; 66, p 77; 84, p 170; 99, p 356; 132, p 106. Rating tables: WS 84, p 171; 99, p 357; 132, p 108. . Margueretta flume near Pecos, Tex. Description: WS 84, pp 168-169; 99, p 355; 132, pp 104-105. Discharge: WS 50, p 360; 66, p 77; 84, p 169; 132, p 105. Gage heights: WS 50, p 361; 84, p 171; 99, p 357; 132, p 107. Rating table: WS 132, p 108.

Discharge measurements of Pecos River near Pecos, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. May 10...... 144 695 3.55 6.10 2,470 July 11...... J. M. Giles...... 81 105 1.81 1.27 189 July 11...... do...... 81 103 1.72 1.25 177 July 14...... 99 150 2.50 2.20 376 J. M. Giles ...... 172 496 2.66 3.25 1,318 .....do...... :...... 170 463 2.82 3.20 1,304 96 205 2.10 1.20 432 .....do...... 90 359 2.49 2.50 895 .....do...... 89 326 2.39 2.20 779 J. M. Giles ...... 138 254 1.81 1.40 459 .....do...... 138 263 1.95 1.50 513 82 92 1.45 0.20 134 .....do...... 80 88 1.30 0.10 115 .....do...... 184 1.87 1.00 334 413 2.12 2.22 873 J. M. Giles...... 398 2.24 2.20 884 169 444 2.37 2.80 1,055 (0) J.M.Giles ...... 1,304 4.92 8.00 6,416 («) .....do...... 2,024 6.32 12.00 12,790 («) .....do...... 3,140 7.91 18.00 24,840

« Computed from slope measurement, using Kutter's formula. RIO GEANDE BASIN PECOS EIVEE. 107

Daily gage height, in feet, of Pecos River, near Pecos, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1..... 2.0 2.5 4.3 2.1 5.0 5.5 2.5 7.6 1.4 0.2 2.8 2..... 2.0 2.5 4.3 2.0 4.3 5.0 1.5 6.2 .2 2.6 3..... 2.1 2.5 4.3 1.9 3.0 -3.9 1.5 5.65 .2 2.4 4..... 2.1 2.5 4.3 1.9 3.0 2.9 1.5 6.15 .4 2.3 5..... 2.1 2.5 4.1 1.9 3.0 2.0 1.5 5.85 .9 2.0 6..... 2.1 2.5 4.1 1.9 2.8 1.9 1.5 4.9 1.4 .9 1.9 7..... 2.1 2.9 4.1 1.6 2.6 3.1 1.4 4.5 1.5 1.0 2.0 8 2.1 3.0 4.1 1.6 2.6 4.0 1.4 4.0 1.4 1.1 2.3 9..... 2.1 3.1 4.1 1.5 6.0 6.0 1.4 3.7 1.4 .9 1.0 10..... 2.1 3.2 4.1 1.4 6.1 6.2 1.2 3.6 4.5 .3 1.0 2.4 11..... 2.1 3.2 4.6 1.4 6.0 6.0 2.5 3.5 3.5 .3 1.0 2.4 12..... 2.1 3. 4.6 1.4 3.0 5.8 2.3 3.2 3.2 1.1 2 4 13..... 2.1 3. 5.9 1.3 2.6 5.9 2.2 3.4 2.0 _2 1.4 2.1 14..... 2.1 3. C.6 1.1 3.6 4.9 1.9 3.6 2.2 _2 2.4 2.0 15..... 2.1 3. 6.6 1.1 3.2 3.2 1.5 3.5 2.1 _2 2.3 2.0 16..... 2.1 3. 6.5 1.1 2.5 5.0 1.4 3.0 2.1 _2 2.2 2.0 17..... 2.1 3. 6.2 1.1 2.0 5.9 1.4 _2 2.2 2.0 18..... 3. 6.1 1.6 1.9 6.0 1.0 2.9 _2 1.8 2.1 19..... 2.1 3.1 6.0 1.7 1.5 5.6 9 9 .2 1.8 20..... 2.1 3.0 5.0 1.8 1.0 4 9 .9 2.8 .1 1.8 2.0 21..... 2.1 3.0 5.1 2.0 1.0 4.0 9 2.8 .1 1.8 2.0 22..... 2.0 3.0 5.1 2.1 2.0 3.8 9 2.8 .1 1.8 1.9 23..... 2.0 3.0 4.2 2.1 4.9 2.9 1.0 2.6 .2 1.8 1.8 24..... 2.0 3.0 3.9 3.0 5.0 2.8 4 9 2.0 .3 1.7 1.8 25..... 2.0 3.0 2.1 3.1 5.1 1.8 7.2 1.6 ...... 3 1.6 1.8 26..... 2.0 4.2 2.1 4.0 4.0 1.6 9.4 1.2 .3 1.6 1.8 27..... 2.0 4.5 2.1 5.5 5.6 1.5 13.7 1.2 .3 1.6 1.8 28. ...i 2.0 4.4 2.1 6.5 6.0 1.5 18.3 1.2 2 3.1 1.8 29..... 2.0 2.1 6.6 5.6 1.5 17.2 1.2 .2 3.5 1.8 30..... 2.0 2.1 6.0 5.5 4.5 13.2 1.2 .2 3.4 1.7 31..... 2.0 2.0 5.5 10.2 1.2 .2 1.7

Station rating table for Pecos River, near Pecos, Tex., fro n January 1 to July 24, 1905.

Gage Gage T) - height. Discharge. hdghl Discharge. height. -Dlsc tiarge. hSt. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Seco id-feet. Feet. Second-feet. 0.90 140 2. 20 375 3.50 835 4.80 1,535 1.00 150 2.30 400 3.60 880 4.90 1,600 1.10 160 2.40 430 3.70 925 5.00 1,665 1.20 170 2. 50 460 3.80 975 5.20 1,795 1.30 185 2.60 490 3.90 1,025 5.40 1,935 1.40 200 2. 70 525 4.00 L,080 5.60 2,075 1.50 220 2.80 560 4.10 1,135 5.80 2,220 1.60 240 2. 90 595 4.20 1,190 6.00 2,370 1.70 260 3.00, 630 4.30 1,245 6.20 2,530 1.80 280 3. 10 670 4.40 1,300 6.40 2,690 1.90 300 3. 20 710 4.50 1,355 6.60 . 2,850 2.00 325 3.30 750 4.60 1,415 2.10 350 3.40 790 4.70 1,475

The above table is based on four discharge measurements made during 1905. It is no twell defined. 108 STEEAM MEASUREMENTS IN 1905, PAKT X.

Station rating table for Pecos River, near Pecos, Tex., from July 25 to December 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. . Second-feet. Feet. Second-feet. 0.10 115 1.30 465 2.50 955 3.70 1,640 .20 135 1.40 500 2.60 1,000. 3.80 1,715 .30 155 1.50 535 2.70 1,050 3.90 1,790 .40 180 1.60 570 2.80 1,100 4.00 1,865 .50 205 1.70 610 2.90 1,150 4.20 2,030 .60 235 l.SO 650 3.00 1,200 4.40 2,210 .70 265 1.90 690 3.10 1,250 4.60 2,390 .80 295 2.00 730 3.20 1,305 4.80 2,580 .90 325 2.10 775 3.30 1,365 5.00 2,780 1.00 360 2.20 820 3.40 1,430 1.10 395 2.30 865 3.50 1,500 1.20 430 2.40 910 3."60 1,570

Tne above table is based on 13 discharge measurements made during 1905. It is well defined between gage, heights 0.1 foot and 3.2 feet. Above gage height 3.2 feet it is based on three slope measurements. Estimated monthly discharge of Pecos River, near Pecos, Tex., for 1905.

Discharge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

350 325 340 20,910 February 1,355 465 682 37,880 2,850 325 1,372 84,360 April ...... 2,850 160 596 35,460 May...... 2,470 150 1,091 67,080 2,530 220 1,243 73,960 July...... 25,500 140 3,548 218, 200 5,800 430 1,664 102,300

530 115 189 9,747 1,500 130 592 35,230 1,100 615 764 46,980

732, 100

a No estimate. NOTE. For discharge of flume of Barstow Irrigation Company see following pages. RIO GRANDE BASIN PECOS RIVER. 109

Discharge measurements offlume of Barstow Irrigation Company near Pecos, Tex., in 1905.

Area c I Mean Gage Dis­ Date. Hydrographer. Width. sectioii. velocity. height. charge.

Squc r e Feet per Second- Feet. feet. second. Feet. feet. May 10...... Murphy anc IGiles...... 20.5 3J 7.83 1.70 257 July 11...... J. M. Giles 20.5 17 4 5.86 1.10 102 July 11...... do.....------.. -. - 20.5 1Y. 4 5.91 1.10 103 July 14...... E. Patterso 20.5 ^ 5 6.21 1.15 115 do 20.5 2(i. 6 7.07 1.40 188 October 6...... J. M. Giles...... 20.5 2

«At lower end of flume. Daily gage neight,infeet, offlume of Barstow Irrigation Compa nynear Pecos, Tex., for 1905.

Day. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1.0 1.8 1.8 1.6 1.3" 0.8 1.0 1.8 1.8 1.0 1.3 .8 3...... 1.0 1.8 1.6 1.0 1.3 ,8 4...... 1.0 1.8 1.6 1.0 1.3 .8 5...... 1.0 1.8 1.8 1.0 1.5 .8 1.0 1.8 1.8 1.0 1.6 1.5 .8 7...... 9 1.8 1.9 1.0 1.5 1.5 .7 g 1.0 1.8 1.9 1.0 1.4 1.5 .7 9 1.1 1.8 1.9 1.0 1.4 1.5 .7 10...... 1.3 1.8 1.9 1.1 1.5 1.4 1.5 -.7 1.4 1.8 1.9 1.3 .1.5 1.3 1.5 .7 12...... 1.1 1.6 1.9 1.9 1.3 11.5 1.3 1.5 .7 13...... 1.1 1.8 1.9 1.6 1.05 1.5 1.3 1.5 ..7 14...... 1.1 1.8 1.8 1.6 1.5 1.4 1.3 1.5 .6 15...... 1.1 1.8 1.8 1.6 1.6 1.4 1.3 1.3 .6 16...... 1.1 1.9 1.8 1.6 1.6 1.4 1.3 1.3 .6 17...... 1.1 1.9 1.8 1.6 1.6 1.3 .8 .6 18...... 1.1 1.8 1.8 1.6 1.6 1.3 .8 .6 19...... 1.1 1.8 1.8 1.6 1.4 1.3 .8 .6 20...... 1.2 1.8 1.8 1.8 1.3 1.3 .8 .6 21...... 1.3 1.8 1.8 1.8 1.3 1.3 .8 .6 22...... 1.3 1.8 1.9 l.l 1.3 1.3 8 .6 23...... 1.3 1.8 1.8 1.7 1.5 1.3 .8 .6 24...... 1.3 1.8 1.8 1.7 1.6 1.3 .8 6 25...... 1.3 1.8 1.8 1.7 1.8 1.4 .8 .6 26...... 1.3 1.8 1.8 1.7 1.6 1.3 .8 .6 27...... 1.3 1.8 1.9 1.7 2.4 1.3 .8 .6 28...... 1.3 1.8 1.8 1.7 2.65 1.3 .8- . e 29...... 1.3 1.8 1.8 1.7 2.35 1.3 .8 .6 30...... 1.3 1.8 1.8 2.0 1.25 1.3 .8 .6 31...... 1.3 1.8 .6 1.3 .6

NOTE. November 1-16 water was being wasted from flume into ri1 vw, hence gage heights at upper end of flume did not represent flow accurately. IER 174 06 8 110 STREAM MEASUREMENTS IN 1905, PART X.

Station rating table for flume of the Barstow Irrigation Company near Pecos, Tex.,from March 12 to November 16, 1905.a

Gage Gage Gage Gage Discharge. height. Discharge. height. Discharge. height. Discharge. height.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 0.60 10 1.00 80 1.40 179 1.80 285 0.70 22 1.10 103 1.50 205 1.90 312 0.80 38 1.20 128 1.60 231 2.00 340 1 0.90 57 1.30 153 1.70 258

o Not strictly applicable November 1-16, during which time water was being wasted from flume into river; hence gage heights at upper end of flume did not represent flow accurately. The above table is based on 13 discharge measurements made during 1905. It is fairly well defined between gage heights 1.1 feet and 1.7 feet.

Estimated monthly discharge of flume of Barstow Irrigation Company near Pecos, Tex., for 1905.

Total in Maximum. Minimum. Mean. acre-feet.

March 12-31 ...... 153 103 132 5,237 April...... 312 57 216 12,850 312 285 288 17,710 340 231 269 16,010 July...... 522 10 182 11,190 205 179 194 2,694 231 153 162 8,355

74,050

PECOS RIVER NEAR MOORHEAD, TEX.

This station was established by the International (Water) Boundary Commission in April, 1900. It is near Moorhead, immediately above the high bridge of the Southern Pacific Railroad. The station is in the bottom of a canyon about 300 feet deep. The river is straight for a mile or more both above and below the station. Both banks are of rock, but the bottom of the stream is mud. The river here consists of a series of pools connected by rapids. The best pool was chosen for the station. Discharge measurements are made by means of a cable, car, and tagged wire. The initial point for soundings is the cable support on the left bank. The gage is a scantling bolted to one of the piers of the bridge. Its painted face is read from the top of the cliff with the aid of field glasses. The highest known flood occurred April 6, 1900, about two weeks before this gage was established. The water marks showed that it reached 35.75 feet on the gage. The range between high and low water is 35 feet. The bench mark is a cross cut on solid rock above a spring about 600 feet above the bridge; elevation, 27.08 above the datum of the gage. The observations during 1905 have been made under the direction of the United States section of the International (Water) Boundary Commission. The hydrographer is E. E. Winter and the gage reader is the section foreman for the railroad. RIO GRANDE BASIN PECOS JIVER. Ill

Information in regard to this station is contained in the \ lowing Water-Supply Papers of the United States Geological Survey: Description: 50, p 362; 66, p 77; 84, p 166; 99, p 351; 132, p 109. Discharge: 50, p 363; 66, p 78; 84, pp 166-167; 99, pp 352-353; 132, pp Discharge, mean daily: 132, p 113. Discharge, monthly: 75, p 160; 84, p 168; 99, p 354; 132, p 114. Gage heights: 50, p 363; 66, p 78; 84, p 167; 99, p 354; 132, p 112. Discharge measurements of Pecos River near Moor , Tex., in 1905.

Area >f Mean Gage Dis­ Date. Hpdrographer. secti velocity. heignt. charge.

Squa Feet per Second- fee second. Feet. feet. E.E. Winter...... T3 0.98 1.75 758 .....do...... 74 .95 1.75 735 .....do...... R2 .80 1.65 611 .....do...... 5fi .80 1.6 604 .....do...... 55 .74 1.5 557 .....do...... 24 .73 1.5 531 .....do...... 2fi .73 1.5 532 .....do...... 6? .91 1.7 694 .....do...... 60 .93 1.75 710 .....do...... 75 1.02 2.0 787 .....do...... 90 1.03 2.0 811 February 20...... do...... !07 1.07 2.2 861 February 23...... do...... 82 1.01 2.1 791 February 26...... do...... % 1.01 2.05 806 .....do...... l?4 1.97 3.4 1,817 .....do...... *49 1.39 2.7 1,180 .....do...... 7 .85 2.0 734 July 23...... do...... 74 .85 2.0 739 112 STBEAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Pecos River near Moorhead, Tex., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. July 28...... 768 0.83 1.65 639 .....do...... 1, 104 3.20 4.3 3,528 .....do...... 1,208 3.92 5.2 4,733 .....do...... 956 2.57 3.35 2,459 .....do...... 899 1.69 2.8 ],521 .....do...... 906 1.51 2.6 1,367 August 30...... do...... 894 1.33 2.4 1,186 .....do...... 782 .96 1.9 753 689' .....do...... 775 .89 1.8 .....do...... 785 .93 2.0 728 .....do...... 803 1.08 2.2 870 .....do...... 774 .96 2.0 740 .....do...... 791 .97 1.9 767 .....do...... 774 .81 1.7 628 .....do...... 793 .91 1.9 719 .....do...... 803 .94 1.9 753 .....do...... 780 .84 1.75 652 .....do...... 774 .78 1.6 577 .....do...... 729 .73 1.5 531 October 29...... do...... 724 .71 1.5 514 .....do...... 704 .72 1.4 510 .....do...... 707 .71 1.4 503 .....do...... 711 .71 1.4 505 .....do...... 743 .86 1.7 637 .....do...... 716 .75 1.6 534 .....do...... 792 1.12 2.2 886 .....do...... 783 1.12 2.2 875 December 2.... H.F.Collins...... 772 1.15 2.0 890 .....do...... 827 1.53 2.4 1,267 .....do...... 831 1.51 2.4 1,257 December 22...... do...... 805 1.52 2.3 1,227 .....do...... 788 1.44 2.3 1,138 .....do...... 783 1.45 2.2 1,138 CO (M (M(M(MC^C^N(N(N"C^(M"l>i(N(MlN(MIN(N(M(M(MC'iC^I^(M"(MIN(NININ(N P

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5? ft 114 STREAM MEASUREMENTS IN 1905, PART X.

Daily discharge, in second-feet, of Pecos River near Moorhead, Tex.,for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 700 625 805 8 QCA 1,100 1,700 1,190 700 470 830 2...... 730 660 2,070 1,100 <"1,050 2,180 630 490 3...... o695 880 1 ^9f» «2, 220 1,095 2 630 1,230 0510 1 080 4...... 750 920 ol,020 0 OQA 1,250 1 230 675 1 500 5...... 745 695 935 2 360 1,115 1 060 675 6...... 740 710 990 890 2 JO A 695 490 1,460 7...... « 735 2 360 1,620 al,460 3^860 o720 o505 8...... 670 725 o805 4,270 780 505 9...... 670 1,225 4,330 750 805 505 1,270 10...... 670 755 1,780 750 o785 o505 1,320 11...... 610 o785 ol, 135 780 1,250 5,330 685 590 1,360 12...... o610 790 « 770 1,590 0720 1,070 5,530 690 685 635 1,310 13...... 610 795 770 5,260 710 650 635 ol,260 14...... 605 800 620 850 4,580 «760 650 a 680 1,260 580 740 1 740 820 1,320 o650 660 16...... o560 710 790 2,710 1,570 650 645 1 230 17...... 560 835 1,530 o710 760 1,420 625 630 1,230 18...... 560 850 1,735 715 «735 1 860 1,070 600 o575 1,230 19 540 860 2 IYYC 1,510 2,240 735 1,520 970 «» 760 1,230 20...... 0530 o860 700 al,040 2,210 ol,520 970 o575 820 1,230 91 860 1,760 o700 1 1 *tf\ 800 1,520 550 880 790 1 445 700 1,580 2,080 740 1 440 °870 530 ffl885 23...... a 7Qf> 1,265 1,520 2,080 »725 1,370 530 880 1 200 24...... o530 805 ol,085 1 390 ol,630 ol,930 650 o530 880 25...... 530 790 915 al,320 1 fidfi 1,780 530 o875 26... \...... 530 a go5 1,310 1,170 1,370 1 630 1,280 770 525 825 1,160 27...... 530 805 885 1,280 800 500 825 1,180 28...... 530 77 c o855 ol,680 1,280 o800 495 825 1,120 29...... °550 1,480 °1 050 1,230 800 o515 825 ol,140 30...... 1 140 1,420 1 040 765 490 775 1,040 31...... 510 71 ^ 1 740 1,560 1,190 490 1,020

oMeter measurements. Estimated monthly discharge of Pecos River, near Moorhead, T ex., for 1905.

Discharge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

760 510 605 37, 170 860 625 772 42,893 March ...... 5,220 715 1,354 83,226 14, 570 700 1,668 99,273 May...... 2,430 1,040 1,681 103,379 7,300 620 1,745 103,855 July...... 2,760 625 1,068 65,643 5,530 1,190 2,617 160,919 1,570 690 938 55,805 805 490 616 37,884 885 470 670 39,838 1,550 830 1,220 74,995

14,570 470 1,246 904,880 EIO GKANDE BASIN, 115

GALENAS RIVER NEAR LAS VE AS, MEX. This station was established August 13, 1903, by E. Marsh. It is located at Las Vegas Hot Springs, 6 miles above Las Vegas, N. Mex. he establishment of this station was primarily for the purpose of determining the amoun of water available for diversion and storage in the San Guyjuella basin about 6 niiles nor iwest of Las Vegas. The channel is straight for 50 feet above and 100 fee below the station. The bed is composed of bowlders with a loose deposit of sand and gra rel during low water. The right bank is a vertical wall protecting the power house. The left bank is a vertical wall corn- posed of bowlders embedded in binding material. There is but one channel at all stages, The velocity is moderate at low water and very swift during high water. Discharge measurements are made from a single-span wooden bridge at the power house during high water; at low water discharge measurements are made at the same section by wading. The original gage was bolted to the masonry wall on t B right bank which protects Hot Springs Nos. 16 and 17. These springs are located abou 300 feet above the power house and bridge from which discharge measurements are mad . The gage was washed out by the flood of September 29,1904, and was replaced by a "si lilar rod October 19, 1904. The zero of the new rod is 0.71 foot lower than the zero of th old rod. During 1905 the gage was read twice each day by William Prager, except wh i rapid fluctuations make more frequent observations necessary. The bench mark is a le* ded bolt in a granite outcropping on the right (south) bank of the river 200 feet above tl gage rod; elevation, 19.17 feet above the datum of the new gage. The 7-foot mark on th : gage is identical with the upper surface of the masonry wall to which it is attached. Information in regard to this station is contained in th following Water-Supply Papers of the United States Geological Survey: Description: 99, p 253; 132, pp 116-117. Discharge: 99, p 254; 132, p 117. Gage heights: 99, p 254; 132, p 118.

Discharge measurements of Gallinas River near Las Vegas, N. Mex., in 1905.

A ea of Mean Gage Dis­ Date. Hydrographer. Width. se tion. velocity. height. charge.

c ware Feet per Second- Feet.' eet. second. Feet. feet. 17 20 0.45 1.80 9 April 27 6...... do...... 50 78 4.19 3.10 327 May 276...... 42 54 3.02 2.65 163 July I"...... 24 23 1.04 1.90 24 .....do...... 24 25 1.20 2.00 30

a Made by wading under foot bridge. 6 Mad from Hot Springs bridge. 116 ^ STEEAM MEASUREMENTS IN 1905, PAET X.

Daily gage height, in feet, of Oallinas River near Las Vegas, N. Hex., for 1905.

Day. Jan. Feb. Mar. Apt. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 1.8 l s 2 9 2 0 3 1 2 K 1.9 1.8 1.8 1.6 2.0 2...... 1.8 l s 2.8 2 0 3 0 2 AK 1.8 1.8 1.6 1.8 3...... 1.8 -1.8 2.6 2.4 3 1 1.9 1.95 1.8 1.8 1.6 1.8 4...... 1.8 1.8 2 AK. 2 K 2 OK 1.8 1.9 1.85 1.8 1.6 2.0 5...... 1.8 1.8 2 K 2 K 2 QC 1.8 2.13 1.8 1.7 1.6 2.0 6...... 1.8 1.8 2 K 2 O 2.3 1.8 2.1 1.8 1.6 1.6 1.8 7...... 1.8 1.8 2.6 2 7t: 2.3 1.8 2.3 1.85 1.6 1.6 1.8 8...... 1.8 1.8 2.6 2.8 1.8 2.2 1.8 1.6 1.6 1.8 9...... 1.8 1.8 2.6 2.5 1.8 2.1 1.85 1.65 1.6 1.8 10...... 1.8 1.8 9 <; 2.6 2.85 2.45 1.8 2.1 1.9 1.6 1.6 1.8 11...... 1.8 1.8 2,6 2 0 2.4 1.8 2.1 1.8 1.6 1.6 1.95 12...... 1.8 1.8 2.3 2.6 2.3 1.8 2.1 1.8 1.6 1.6 2.0 13...... 1.8 1.8 2.3 2.55 2.75 2.3 1.8 2.05 1.8 1.6 1.6 2.0 14...... 1.8 1.8 2.3 1.8 2.0 1.8 1.6 1.6 1.85 15...... 1.8 1.85 2.4 2 C 2 7 2.2 1.8 1.9 1.8 1.6 1.6 1.9 16...... 1.8 1.8 2.4 2 C 2 7= 2 1 K 1 Q 1.9 1.8 1.6 1.8 1.9 17...... 1.8 1.8 2.4 2 K 2 0 2.1 1.8 1.9 1.8 1.6 1.75 1.9 18...... 1.8 1.8 2 0 2 K 2 9 9 1 1.8 1.9 1.8 1.6 1.6 1.85 19...... 1.8 1.85 2.3 2.8 2.1 1.8 1.9 1.8 1.6 1.8 1.85 20...... 1.8 1.8 2.3 2.8 2.0 1.8 1.9 1.8 1.6 1.8 1.85 21...... 1.8 1.85 2.8 1.8 1.8 1.7 1.6 1.8 1.8 22...... 1.8 2.0 2.2 2.5 2.8 2.0 1.8 1.7 1.6 2.0 1.8 23...... 1.8 > ^ 2 2 2 9 2 0 2 01 1.8 1.6 1 & 24...... 1.8 2.7 2.2 3.2 2.65 9 n 2.0 1.8 1.7 1.6 2.05 1.9 25...... 1.8 2 fiC 2 0 3 1 f» 2.6 1 9 1.8 1.8 1.6 9 n 1 9 26...... 1.8 9 9^ 2.6 1 9 1.9 1.8 1.6 2.0 1 9 27...... 1.8 2.7 2.35 3.1 2.6 1 9 1.8 1.8 1.9 1.6 3.05 1.9 28...... 1.8 2.2 2.4 1.9 1.8 1.8 1.9 1.6 2.8 1.9 29...... 1.8 2.3 3.1 1.9 1.8 1.8 1.85 1.6 2.35 1.9 30...... 1.8 2 OK 3 fl 2 C 1 9 1.8 1.8 1.8 1.6 2 0 1.9 31...... 1.8 2.25 2.5 ...... 2.3 1.8 1.6 1.9

Station rating table for Oallinas River near Las Vegas, N. Mex., from. October 8, 1904, . December 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 1.60 2 2.10 42 2.60 148 3.10 330 1.70 6 2.20 57 2.70 178 3.20 380 1.80 12 2.30 75 . 2.80 210 1.90' 20 2.40 97 2.90 245 2.00 30 2.50 121 3.00 285

The above table is based on five discharge measurements made during 1905. It is well defined. RIO GEANDE BASIN. 117

Estimated monthly discharge of Gallinas River near Las Vet. is, N. Mex., for 1904-1905. [Drainage area, 90 square miles.]

Discharge in second-feet. Run-off. Total in Month. acre-feet. Second-feet Depth Maximum. Minimum. Mean. per square in mile. inches.

1904. October 8-31 ...... 210 2 32.6 1,551 0.362 0.323 57 4 13.7 815 .152 .170 ^2 20 10.2 627 .113 .130 1905. 12 12 12.0 738 .133 .153 178 12 40.1 2,227 .446 .464 210 57 93.3 5,737 1.04 .120 380 75 177 10,530 1.97 2.20 380 121 206 12,670 2.29 2.64 163 20 63.4 3,773 .704 .786 July. .1...... 75 12 17.1 1,051 .190 .219 75 12 26.7 1,642 .297 .342 57 6 14.0 833 .156 .174 12 2 3.5 215 .039 .045 308 2 32.1 1,910 .357 .398 30 12 18.7 1,150 .208 .240

380 2 57.8 42,480 .652 7.78

NOTE. From January 1 to September 27, 1904, the*diseharge was Tactically nothing, the water not being Sufficient for current meter measurements. Discharge from September 29 to October 7, 1904, inclusive, was 16,570 acre-feet. Taken from G. B. Monk's report o:if floods in northern New Mexico in 1904. $ee also Water-Supply Paper No 147, Destructive Floods i United States in 1904, by F.. C. Murphy. HONDO RIVER AT ROSWELL,, MEX.

This station was established April 25, 1903, by W. M. Re< d. It is located at the bridge at the, intersection of Main and Vegas streets, Roswell, N. ] The channel is nearly straight for 50 feet above and 450 f t below the bridge and has a width at ordinary high stages of 40 feet. The current has a moderate velocity Both banks are low and overgrown with weeds, but are not liable to overf ow. The bed of the stream is sandy loam, fairly permanent, and free from vegetation. r. lere is but one channel at all

Discharge measurements are made from the highway bridg The initial point for sound- ings is a zero marked on the east stringer at the north end the bridge. In July, 1905, the channel of the river was widened at the s ,reet crossing and the original gage was torn out by the workman. August 8,1905, a new i iclined gage was placed ot! the left bank at the upstream side of bridge. It consists of a tir iber spiked to stakes driven in the bank, and the upper end is bolted to a sill of the bridge, during 1905 the gage was read by members of the Geological Survey office force at Rosw 1. Bench marks were estab- lished as follows: (1) The top of eyebar on west side of br Ige; elevation, 7.45 feet. (2) The southeast corner of the cement sidewalk 25 feet north st of bridge; elevation, 7.82 feet. (3) The top step near stone column at the entrance t the office of the Pecos Valley Lumber Company; elevation, 3.10 feet. Elevations refer t the datum of the gage. 118 STREAM MEASUREMENTS IN 1905, PART X.

Information in regard to this station is contained in the following Water-Supply Papers the United States Geological Survey: Description: 99, pp 361-362; 132, pp 118-119. Discharge: 99, p 362; 132, p 119. Gage heights: 99, p 362; 132, p 119.

Discharge measurements of Hondo River at RosweU, N. Hex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. April 13...... J.M. Giles...... 11 6 1.07 0.10 6 April 25...... 26 93 3.71 5.20 345 April 25...... do...... 27 102 3.74 5.60 383 W. A. Wilson ...... 98 4.36 6.00 429 April 26...... 26 84 3.62 4.80 306 April 26...... do...... 24 77 3.53 4.50 271 April 26...... do...... 26 88 4.03 4.95 356 April 27...... do...... 24 69 3.00 4.20 206 May 13...... do...... 14 27 2.92 1.75 78 May 17...... J.M. Giles...... 14 15 2.51 1.10 38 July 24...... 30 131 4.20 5.00 551 July 24...... do...... 24 82 3.79 3.20 311 July 25...... do...... 30 134 4.09 5.00 550 .....do...... 32 159 4.27 5.90 682 July 26...... do...... 32 156 4.15 5.60 648 July 27...... do...... 30 125 3.95 4.75 495 July 28...... do...... 27 110 3.72 4.00 409 July 31...... 22 49 3.41 2.00 166 J.M. Giles...... 24 65 3.59 2.50 234 .....do...... 20 54 3.10 1.85 169 21 50 3.83 2.10 192 .....do...... 19 32 3.61 1.50 116 .....do...... 13 10 2.18 - .10 22 .....do...... 4 2 .64 -1.10 1.2 .....do...... 8 3 .93 - .90 3 .....do...... 14 23 2.94 .75 68 .....do...... 8 1.6 .71 -1.00 1.2 .....do...... 22 2.42 .80 52 .....do...... 103 3.82 3.95 394 .....do...... !...... 36 3.50 1.35 124 .....do...... 21 20 2.58 .40 51 .....do...... 20 15 2.47 .20 36

HONDO RIVER AT HONDO RESERVOIR SITE, NEW MEXICO. This station was established March 9, 1903, by W. A. Wilson. It is located at the first New Mexico reservoir dam site, 12 miles southwest of Roswell, N. Mex. The channel is straight for 200 feet above and below the station. The current is swift at high water and sluggish at low water. Both banks are high, without trees, and liable to overflow. There is but one channel at all stages. The bed is composed of shifting sand and the cross section changes during each flood. A footbridge has been constructed 75 feet below the dam, for the purpose of making dis­ charge measurements. The initial point for soundings is 1 foot south of the north end of the west stringer of the bridge. The gage is a vertical timber located 10 feet north of the footbridge. During 1905 the gage was read twice each day by Lee Hall. The bench-mark is on a ledge of rock which EIO GBANDE BASIN, 119 bears S. 45° W., and is 650 feet distant from the gage; elevation, 19.10 feet above the datifim of the gage. Information in regard to this station is contained in tho following Water-Supply Papers of the United States Geological Survey: Description: 99, p 362; 132, pp 119-120. Discharge: 99, p 363; 132, p 120. Gage heights: 99, p 363; 132, p 121.

discharge measurements of Hondo River at Hond,o reservoir site, New Mexico, in 1905.

A^fea of Mean Gage Dis­ Date. Hydrographer. Width. s 3 Jtion. velocity. height. charge.

& mare Feet per Second- Feet. Jeet. second. Feet. feet. H.C.Hurd...... 23 26 3.77 3.25 96 23 48 3.84 4.35 184 Ma»tch3...... do...... 24 58 6.95 5.70 400 Match 5...... 24 74 7.26 6.58 536 March 8...... do...... 24 62 7.07 6.00 436 March 15...... do...... 23 37 4.45 4.85 166 Mafch 24...... do...... 24 34 2.33 3.38 78 Ma|-ch 25...... do...... 24 28 2.34 3.20 66 March 27...... do...... 24 31 2.04 3.10 63 March 29...... do...... 24 32 2.39 3.20 77 April 1...... do...... 24 29 2.17 2.90 62 .....do...... 18 18 1.88 2.30 33 April 10...... do...... 15 9.5 1.31 1.77 12 April 14...... 24 32 2.20 2.90 71 April 25...... 30 205 7.05 9.80 1,446 April 29...... do...... 25 170 6.83 8.40 1,158 May 18...... 45 2.32 3.22 105 July 26...... 31 177 4.28 9.70 758 July 29...... do...... 25 125 5.73 7.80 714 .....do...... 23 33 4.01 3.60 132, , .....do...... 23 39 4.80 3.80 188 .....do...... 23 51 5.60 5.40 285 .....do...... 23 14 1.91 3.30 26 .....do...... 13 2.54 3.40 33 J.M. Giles...... 11 1.72 3.20 19 October 5...... 20 9 1.96 3.12 18 .....do...... 12 6 1.09 2.95 7 J. M. Giles...... 11 7.2 1.47 2.97 10.6 October 24..... 14 7 1.65 3.10 1L6 .....do...... 106 5.23 8.00 556 .....do...... 44 5.27 5.35 232 .....do...... 5.00 o20

Estimated through, leg and snow. 120 STEEAM MEASUREMENTS IN 1905, PAET X.

Daily gage height, in feet, of Hondo River at Hondo reservoir site, New Mexico, for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 0.95 4.6 2.9 7.5 1.45 6.55 2.9 3.1 3.1 5.35 2...... 9 2.8 7.95 2.9 3.2 , 3.05 4.9 3...... 9 5.7 8.0 1.75 4.0 7.9 3.0 4.55 4...... 9 7 1 ].75 3.0 4.4 5...... 9 6.6 6.85 3.8 3.0 6...... 85 6.2 2.3 6.35 1.8 3.85 3.7 3.1 3.15 3.85 7...... 9 6.05 2 i 5.85 1.85 4.1 3.4 3.05 3.35 3.6 8...... 95 5.9 1.95 5.45 1.7 4.3 3.45 3.0 3.3 3.1 9...... 1.8 4.95 7.8 3.45 3.3 10...... 85 5.25 1.9 5.0 7.95 5.6 3.6 3.0 3.8 3.4 11...... 9 5.1 2.25 7.45 5.85 3.95 3.0 3.85 3.35 12...... 2.3 9 95 4 05 7.05 3.5 3.0 3.8 3.4 "3.4 13...... 1.9 4 9 2 QE 4.7 3.3 3.0 3.65 14...... 1.65 4.75 2.75 3.6 5.25 5.4 3.2 3.0 3.65 3.35 ]5...... 1.55 4.8 9 *>£. 5.' 05 3.2 2.9 3.5 3.2 16...... 1.55 4.6 2.35 3.25 5.15 5.3 3.15 2.9 3.45 3.1 17...... 1.5 4.6 q /\ 4.65 3.0 3.4 3.1 18...... 2.3 q t\K 5.1 4.4 2.9 3.3 3.0 19...... 1.3 4.35 2.5 3.05 4.9 4.15 2.95 2.95 3.35 3.0 2.9' 20...... 1.3 2.65 4.1 3.15 4.9 4.0 2.9 2.95 3.35 21...... 1.7 2.75 3.9 3.05 4.1 4.8 3.95 2.95 3.0 3.35 2.<#- 22...... 1.2 3.75 2.75 2.55 3.0 3.35 3.0 23...... 1.2 4.7 6.3 4.2 2.85 3.05 3.45 3.2 24...... 3.25 3.3 2 9 8.05 4.2 2.9 3.05 3.3 4.0 25...... 4.25 3.2 9.1 2.65 4.4 11.4 3.9 2.75 3.15 3.3 4.3 26...... 4.25 3.1 7.4 4.35 9.2 3.6 3.65 3.1 3.3 4.7 27...... 4.4 3.1 7.95 2.4 4.15 8.55 3.2 3.4 3.1 3.25 4.35 28...... 4.6 8.8 2.25 3.9 7.0 3.2 3.6 3.05 6.7 4.2 29...... 3.2 2.15 3.75 6.5 3.15 3.45 3.1 8.7 4.5 30...... 3.2 8 9tr 2.05 4.15- 3.2 3.0 4.5 31...... 2.6 1.75 4.35 3.15 3.05 4.8

NOTE. River dry on days of no gage height.

TAYLOR-MOORE DITCH NEAR ROSWELL, N. MEX. This station was established March 23,1905, and discontinued June 8,1905. It is located between the diversion dam and reservoir site, 12 miles southwest of Roswell. The ditch takes water from Hondo River 2 miles above the Hondo River gaging station. The channel is straight for 1,000 feet above and below the station and the current is swift. Discharge measurements are made by wading or from a plank thrown across the ditch at the gage. A staff gage is driven into the bank of the ditch. During 1905 the gage was read daily by H. L. Eames.

Discharge measurements of Taylor-Moore ditch near Roswell, N. Mex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. Aprils...... 7 5.4 3.02 1.45 16.3 April6...... do...... 7 4.0 2.23 1.20 8.9 April 10 ...... do...... 7 6.4 3.29 1.62 21.2 7 7.0 3.73 1.72 26.1 BIO GRANDE BASIN. 121

Daily gage height, in feet, of Taylor-Moore ditch near Roswett, N. M ex., for 1905.

Day. Apr. May. June. Day. Apr. May. June Day. Apr. May. June*

1...... 1.6 12...... 1.71 1.9 23...... 1.88 1.5 1.7 13...... 1.72 1 9 24...... 1.9 1.5 1.45 1.8 14...... 1.72 1.9 25...... 1.4 1.47 1.9 15...... 1.75 1.9 26...... 1.3 5...... 1 1*> 1.9 16...... 1.72 1.8 27...... 1.2 6...... 1.2 1.9 17...... 1.72 1.81 28...... 1.15 T...... 1.0 1.9 18...... 1.75 1.82 29...... 1.1 8...... 1.28 1.9 19...... 1.78 1.92 30...... 7 9...... 1.6 1.5 20...... 1.78 1.83 31...... 1.2 10...... 1.63 1.92 21...... 1.82 1.92 11...... 1 69 1.91 22...... 1.84 1.6

NOTE. Dam broke April 25; rebuilt May 8. Ditch dry April 25 oMayS. Dam washed out June 9; ditch dry.

Station rating table for Taylor-Moore ditch near RosweU N. Hex., from March 23 to June 8, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Disc large. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Secoi\ d-feet. Feet. Second-feet. 0.70 0.3 1.10 6.7 1.50 17.6 1.90 33 .80 1.7 1.20 8.9 1.60 21.2 2.00 37 .90 3.2 1.30 11.4 1.70 25 1.00 4.8 1.40 14.4 1.80 29

The a bove table is based on four discharge measurements made du ing 1905. It is well defined between gage heights 1.2 feet and 1.7 feet. Estimated monthly discharge of Taylor-Moore ditch near EosweU, N. Hex., for 1905.

Discha rge in second-feet. Month. Total in Maximum Minimum. Mean. acre-feet.

March 23-31...... ; ...... 16 6 12.1 216 April ...... 33 0 17.9 1,065 May...... 34 0 16.7 1,027 June 1-8 ...... 33 21 30.0 476

NOTE. March 23 to April 2 discharge estimated. Ditch dry April: !5 to May 8 and after June 8.

PENASCO RIVER NEAR DAYTON, N. MEX. This station was established September 12, 1905. It is located about 2 miles east and 1 mile north of Dayton and about 1 mile above the mouth of t le river Both banks are high, but are subject to overflow. The bed of the stream is com posed of gravel and is slightly shifting. The current has a good velocity. Discharge measurements are made by wading near the gage. The gage is in two sections: An inclined scale fastened to i takes driven into the left bank reads from 0 to 5.5 feet. A vertical section nailed to a post i it the end of the inclined scale reads from 5.5 to 7.5 feet. During 1905 the gage was read once each day by Eugene Lattion. Bench marks were established as follows: (1) Th } top of post to which gage is fastened; elevation, 7.38 feet. (2) A nail in post at corner if fence on right bank opposite the gage; elevation, 9.82 feet. Elevations refer to the datum of the gage. 122 STREAM MEASUREMENTS IN 1905, PART X.

Discharge measurements of Penasco River near Dayton, N. Mex.. in 1905.

Date. Area of Mean Gage Dis­ Hydrographer. Width. section. velocity. height. charge.

Square Feet per Second- Feet. feet. second. Feet. feet. J. M. Giles...... 16 7.8 O QC 1.00 7.4 8 1 00 on 4.4 12 6.8 .68 .95 4.6 13 7.7 .70 CK 5 A J. M. Giles...... 52 2.93 1.80 151 .....do...... 34 2.08 1.47 71 .....do...... 1.37 CO .....do...... 1.15 20

Daily gage height, in feet, of Penasco River near Dayton, N. Mex., for 1905.

Day. Sept. Oct. Nov. Dec. Day. Sept. Oct. Nov. Dec. Day. Sept. Oct. Nov. Dec.

1...... 0.9 1.0 1.6 1.0 1.0 1.0 1.4 23...... 8 1.0 1.55 i ^ 2...... 9 1.0 1.9 13...... 8 1.0 1.0 1.4 24...... 9 1.0 1.3 1.5 3...... 1.0 1.0 1.5 14...... 6 1.0 1.0 1.5 25...... 1.0 1.0 1.2 1.3 4...... 1.0 1.3 1.6 15...... 95 1.0 1.0 1.5 1.0 1.2 1.2 5...... 1.6 16...... 1.0 1.0 1.0 1.5 27...... 1.0 1.0 1.1 1.4 6...... 1.0 1.6 17...... 1.0 1.0 1.0 1.5 28...... g 1.0 1.8 7...... 9 1.0 1.5 18...... 1.0 1.0 1.0 1.5 29...... 9 1.0 1.7 1.3 8...... 1.0 1.0 1.5 19...... 1.0 1.0 1.0 1.5 30...... 9 1.0 1.7 1 2 9...... 1.0 1.0 20...... 1.0 1.0 1.5 31...... 1.0 1 Q 10...... 1.0 1.0 1.4 1.5 1.0 1.0 1.5 11...... 1.0 1.0 1.4 22...... 9 1.0 1.0 1.5

Station rating fable for Penasco River near Dayton, N. Mex., from, September 12, 1905, to December 31, 1905.

Gage Gage Gage Gage height. Discharge. height. Discharge. height. Discharge. height. Discharge.

Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. Feet. Second-feet. 0.60 1. 1.00 7 1.40 , 57 1.80 150 .70 2 1.10 15 1.50 77 1.90 180 .80 3 1.20 26 1.60 99 .90 5 1.30 40 1.70 123

The above table is based on eight discharge measurements made during 1905. It is well denned between gage heights 0.9 foot and 1.8 feet.

Estimated monthly discharge of Penasco River near Dayton, N. Mex., for 1905.

Discharge in second-feet. Total in Month. Maximum. Minimum. Mean. acre-feet.

77 1 9.3 351 October ...... 7 5 6.8 418 150 7 . 28.3 1,684 December ...... 180 26 75.3 4,630 RIO GRANDE BASIN. 123

DEVILS RIVER AT DEVILS RlVER, TEX. This station was established in April, 1900, by the International (Water) Boundary Com­ mission. It is opposite the Southern Pacific Railroad station at Devils River. The river is about 50 miles in length, has a perennial flow, and during flood periods is sub­ ject to great fluctuations. No good location for a gaging station exists on this stream where it would be accessible from the railroad station. At the site chosen, the river is straight for one-fourth mile both above and below the station. The right bank is the talus of a cliff, the left bank is a bottom heavily timbered. The bed of the stream is nearly all a rock ledge, but seamed and faulted so as to be rough. The currents change in such a way at so give materially different discharges for the same gage height. Discharge measurements are made by means of a cable, car, and tagged wire. The initial point for soundings is the cable support on the left bank. The gage is a scantling spiked vertically to a tree. The highest water on record occurred April 6, 1900, about two weeks before this gage was established. It reached a height of 25.4 feet on the gage, but this is 8 feet higher than any other known flood. Low water is 2 feet on the gage. The bench mark is a nail in the side of the gate post near the railroad station; elevation, 31.26 feet above the datum of the gage. The observations during 1905 have been made under the direction of the United States section of the International (Water) Boundary Commission. The hydrographer is E. E. Winter, and the gage reader is John-Harrison. Information in regard to this station is contained in the following publications of the United States Geological Survey (Ann=Annual Report; WS=Water-Supply Paper): Description: WS 50, pp 363-364; 66, p 79; 84, p 164; 99, p 348; 132, p 122. Discharge: WS 28, p 130; 50, p 364; 66, p 79; 84, p 164; 99, pp 349-350; 132, pp 123-124. Discharge, mean daily: WS 132, p 125. Discharge, monthly: Ann 22, iv, p 356; WS 75, p 161; 84, p 165; 99, p 351; 132, p 125. Gage heights: WS 50, p 364; 66, p 79; 84, p 165; 99, pp 350-351; 132, p 124. Discharge measurements of Devils River at Devils River, Tex., in 1905.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. 347 1.30 2.3 45 .... .do...... 347 1.29 2.3 44 ..... do...... 347 1.28 2.3 44 .....do...... 347 1.22 2.25 42 .....do...... 348 1.23 2.3 42 348 1.24 2.3 43 .....do...... 351 1.24 2.3 43 .....do...... 351 1.35 2.35 47 March 17...... do...... 444 1.71 2.6 76 March 21 ...... do...... 407 1.67 2.5 6» March 25...... do...... 376 1.45 2.4 54 March 30...... do...... 375 1.44 2.4 54 Aprils...... do...... 433 1.58 2.65 68 ..... do...... 404 1.49 2.5 60( April 18...... do...... 378 1.41 2.4 53 April 25...... do...... 1,079 2.94 4.9 3,16 .....do...... 724 2.18 3.5 1,581 May 4...... do...... 491 1.62 2.8 79 May 12...... do...... 4b8 1.48 2.7 69 May 17...... do...... 468 1.51 2.7 70( May 25. >...... do...... 461 1.77 2.7 81 MaySO...... do...... 465 2.00 2.7 92 June5...... do...... 490 1.90 2.8 92 124 STKEAM MEASUBEMENTS IN 1905, PART X.

Discharge measurements of Devils River at Devils River, Tex., in 1905 Continued.

Area of Mean Gage Dis­ Date. Hydrographer. section. velocity. height. charge.

Square Feet per Second- feet. second. Feet. feet. E. E. Winter...... 461 1.78 2.7 822 June 22...... do...... 462 1.78 2.7 823 June 26...... do...... 459 1.74 2.7 797 June 30...... do...... 518 2.02 2.9 1,045 July6...... do...... 457 1.82 2.7 830 July 11...... do...... 446 1.65 2.65 736 July 16...... do...... 403 1.50 2.55 606 July 21...... do...... 411 1.42 2.55 582 July 27...... d6...... 404 1.39 2.5 562 July 30...... do...... 401 1.38 2.5 553 .... .do ...... 406 1.40 2.5 567 .....do...... 407 1.39 2.5 565 402 1.35 2.5 541 August 22...... do...... 401 1.39 2.5 659 .....do...... 402 1.43 2.5 574 .....do...... 403 1.38 2.5 558 .....do...... 552 1.80 3.0 996 .....do...... 405 1.67 2.5 675 .....do...... 403 1.66 2.5 670 .....do...... '...... 403 1.63 2.5 657 .....do...... 405 1.62 2.5 658 October 4...... do'...... 403 1.54 2.5 621 October 12...... do...... 403 1.45 2.5 586 .....do...... 402 1.41 2.5 566 October 25...... do...... 396 1.23 2.45 486 October 30...... do...... :...... 401 1.27 2.5 511 .....do...... 396 1.28 2.5 508 .....do...... 396 1.27 2.5 501 .....do...... 401 1.26 2.5 505 .... .do ...... 396 1.23 2.5 489 .....do...... '.... 396 1.60 2.5 634 H. F. Collins ...... 372 1.54 2.45 573 .....do...... 372 1.59 2.45 592 .....do...... 365 1.62 2.45 591 .....do...... 365 1.62 2.4.5 593 RIO GEANDE BASIN. 125

Daily gage height, in feet, of Devils River at Devils River, T ex., for 1905.

Day. Jan. Fet. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 2.3 2.3 2.3 6.0 4.1 2 OC 2 95 2 K 2 5 2 7 9 ^ 2 AK 2...... 2.3 2.3 3.65 3 K 2 Q 2 Q 2 5 2 K 3 1 2 K 2 AK 3...... 2.3 2 0 2.3 9 Q 3 A 2 OC 2 0 9 1 3 9 2 QC 2 C 2 AK 4...... 2.3 9 Q 2 0 2 0 9 fil 9 ftR 2 7 2 5 3 1 2 EC 9 ^ 2 45 5...... 2.3 9 3 2 7 2 Q 2 0 2 7 2 K 2.7 2 K 2 K 9 4.^ 6...... 2.3 9 3 2 7 2 O 2 0 2 7 2 C 2.6 2 K 9 ^ 2 AK 7...... 2.3 9 3 2 qc 2.6 2 7 2 7 2 7 2 C 9 ^ 2 K 2 5 2 AK 8...... 2.3 2 0 2.6 2.7 2 65 2 7 2 K 9 ^ 2 K 2 K 2 AK 9...... 2.3 2 0 9 ^ 2.7 2 6 2 6 2 K 9 ^ 2 K 2 K 10...... 2.3 2.3 2.35 2 EC 2 7 2.6 2.6 9 ^ 9 ^ 2 K 9 ^ 9 AK 11...... 2.3 2.3 2 EC 2.7 2.6 2.65 9 ^ 9 ^ 2 K 2 K 12...... 2.3 2 0 9 ^ 2 7 2.6 2.6 9 ^ 9 ^ 2 C 2 K 9 jlf* 13...... 2.3 2 0 2 7 2.65 2.6 2 K 2 K 9 ^ 2 K 9 4^ 14...... 2.3 2 0 9 Q^i 9 ^ 2 QC 2 7 2 55 9 ^ 2 K 2.5 2 K 9 Af^ 15...... 2.3 2 0 9 Q^i 9 ^ 2 7K 2 7 2.5 9 ^ 2 K 2 C 2 K 2 AK 16...... 2.3 9 °. 9 7 9 f» 2 7 2.7 2 KK 2 c 2 K 9 K 2 K 2 45 17...... 9 Q 9 At\ 9 (\f\ 2 7 2 EC 9 ^ 2 C 9 ^ 2 K 18...... 2.3 9 3 2 ft 2.4 9 ^ 9 7 2 KK 9 ^ 2 KK 9 ^ 2 C 2.45 19...... 2.3 9 3 9 f» 2 7 2 EC 2 c 3.8 9 ^ 2.45 20...... 2.3 2 0 2 ^ 9 ^ 2 7 2 EC 2.8 2.45 21...... 2.3 2.3 2.4 2 c 9 Q 2.5 2.5 2.5 2.5 2.45 22...... 2.3 2.3 2 tt 2.4 2 c 2.5 2.5 2.5 2.45 23L...... 2.3 2 0 9 ^ 9 ^ 2 c 2 7 2 EC 2.5 2.5 2.5 2.45 24...... 2.3 2 0 2 K 3.1 2 7K 2 7 2.5 2.5 2.5 2.45 25...... 2.3 2 0 2.4 4.9 2 7 2.5 2.5 2.45 2.5 2.45 26...... 2.3 2.3 2 J. 4.9 2.8 2.55 2.5 2.5 2.45 2.5 2.45 27...... 2.3 2.3 2.4 2.9 2.9 2.5 2.5 2.5 2.45 2.5 2.45 28...... 2.3 2.3 2.4 2.7 2.85 2.8 2.5 2.5 2.5 2.45 2.5 2.45 29...... 2.3 2.4 2.6 2.7 5.0 2.5 2.5 2.5 2.45 2 5 2.45 30...... 2 25 2.4 4.2 2.7 3.25 2.5 2.5 2.5 2.5 2.5 2.4 31...... 2 OC 2.4 3 OK 2.5 2.4

IRR 174 06 9 126 STREAM MEASUREMENTS IN 1905, PART X.

Daily discharge, in second-feet, of Devils River at Devils River, Tex., for 1905.

Day. Jan. Feb. Mar. Apr. May. June. July. Aug. Sept. Oct. Nov. Dec.

1...... 445 440 JO ft 2 9fin 990 ecc 770 510 575 2...... 445 440 1 7^n 1 ^Qrt QOfl Q40 cfin 680 510 575 3...... 435 840 1,020 oon 930 cfin 1 200 870 510 575 4...... 450 435 AAf\ 770 o850 1,110 830 r»fin o650 a 510 575 5...... 450 435 4AZ 795 o930 o830 510 o575 0...... 450 430 445 710 7Qt: 930 825 680 610 580 T...... 450 430 690 o565 620 605 505 585 S...... 450 o430 655 690 770 620 600 585 9...... o450 430 470 690 ^R^ 630 595 505 590 10...... 450 430 470 630 690 700 565 630 590 o590 11...... 450 430 475 630 690 »565 640 585 o500 590 12...... 450 430 600 680 565 640 a 585 500 590 13...... 450 430 o475 770 675 560 650 580 500 . 590 14...... 450 430 475 600 555 650 575 505 590 15...... 450 430 475 600 570 660 570 505 590 16...... 450 o430 840 - 600 700 820 o605 «540 660 565 «505 590 17...... 430 o760 565 o655 820 600 ejc 670 o565 cn^ 590 18...... 450 430 760 o535 510 820 trot; cert CKC en ft 19...... 450 430 CO ft coct 820 trnA tree CftC 590 20...... 445 435 760 KAft 820 585 ccc OQA fuTft 590 21...... 445 435 o680 ecc 1 fUil c«fi 670 puTft 590 22...... 445 435 665 580 o560 670 495 590 23...... 445 4.oe 650 630 Eoe COft tron tree CAA 495 EQrt 24...... 445 435 1,010 OCA 01 ft 580 570 660 4QA a 490 CQA 25...... o445 435 n ^^ o3,170 o815 810 580 a575 660 a 485 KAA 590 26...... 445 435 3,170 Q4.fl o800 580 57C o655 485 o595 27...... 445 o435 545 S4/1 1,060 800 o560 C7H 655 485 piAft 590 28...... 445 JO ft 540 1,030 920 560 655 485 570 585 29...... 445 540 650 910 3 0520 ere Kfift "600 485 600 580 30...... o425 0540 a2,370 o930 ol ' 400 a555 o560 660 0510 o630 515 31...... 425 540 1,480 CKC eftn 510

oMeter measurement. ?

Estimated monthly discharge of Devils River at Devils River, T ex., for 1905.

Discharge in second-feet. Month. Total in Maximum. Minimum. Mean. acre-feet.

450 425 446 27,441 440 430 433 24,040 840 435 555 34,126 6,470 535 1,107 65,861 2,260 510 851 52,354 3,280 720 945 56,251 July...... 1,090 555 677 41,653 575. 540 561 34,483 1,920 570 736 43,825 1,100 485 594 36,545 630 490 515 30,635 595 510 582 35,763

6,470 425 667 482 977 BIO GRAFDE BASIN. 127

SAN FELIPE CREEK AT DEL, RIO. TEX. San Felipe Creek rises in four large springs northeast of Del Rio, and flows southward into the Rio Grande. The waters of these springs are used in two large irrigation systems, the one on the west side of the creek having been in use for many years, while the one on the east has enly recently been constructed by G. Bedell Moore. The following table shows the dis­ charge measurements that have been taken on the combined flow of the Madre ditch and the creek just south of the bridge of the Southern Pacific Railroad.

Dischaige measurements of San Felipe Greeic at Del Rio, Tex., 1895-1905.

Date. Hydrographer. Discharge. Remarks.

Second-feet. December, 1895..... C. C. Babb ...... 99 March,l899...... T. U. Taylor...... 113 .....do...... 149 150 115 March, 1904.. :...... do...... -....!.....-.....-...... 118 ditch. August, 1905 ...... do...... :.....--..- ...... 103

LAS MORAS CREEK NEAR BRACKETTVILLE, TEX. Las Moras Creek, like its sister springs of the Edwards Plateau, rises very suddenly. It is located near the twin towns of Brackettville and Fort Clark, and threads its way between the two. It flows south, supporting many irrigation systems, and finally empties into the Rio Grande 25 miles above Eagle Pass. Its flow is extremely variable, being a reflex barom­ eter of the season preceding, aad like the Leona at Uvalde, it gives a safe index of the rain­ fall of the Edwards Plateau for months before. The following table shows the discharge measurements that have been taken: Discharge measurements of Las Moras Creek near Brackettville, Tex., 1895-1905.

Date. Hydrographer. Discharge. Remarks.

Second-feet. December, 1895..... C. C. Babb...... 21 ville. 60 September, 1900...... do...... 51 Do. September, 1902...... do...... ---.--...... -...*-... 11 Do. September, 1902 .... -....do...... 11 Do. March, 1904...... do...... 28 Do. August, 1905...... do...... !...... U Do. INDEX.

A. ge. Colorado River at 1 Page. Acre-foot, definition of...... 4 Austin, Tex.: Area of waterway, method of determining.. 10 24-25 Austin, Tex., 25 Barton Springs near: ?7 description...... 30-31K31 26 discharge...... 31 26 Colorado River at: Columbus, Tex.: description...... 24-25-?5 27 discharge...... discharge, monthly...... 27 28 gage heights...... 28 rating table...... 26 Colorado River (of Texas) basin: 24 B. Columbus, Tex., Barton Springs near Colorado River at : Austin, Tex., 27 description...... 30-311-31 29 discharge...... 01 28 Barstow Irrigation Co., flume near 28 Pecos, Tex.: Comal River at discharge...... 109 New Braunfels, Tex.: discharge, monthly...... 110 33-34 gage heights...... 109 34 rating table...... 110 4-5 Brackettville, Tex., Conejos River near Las Moras Creek near Mojote, Colo. : description...... 127 90-91 discharge...... 127 91 Brazos River at 93 Richmond, Tex.: 92 description...... 21-2222 92-93 discharge...... 22 12 discharge, monthly. 24 Cuero, Tex., 23 Guadeloupe River near: rating table...... 23 31-32 Waco, Tex.: 33 description...... 1Q 32 discharge...... 20 33 . discharge, monthly...... 8 gage heights...... 20 Current-meter measurements, method of rating table...... 21 8-9 Brazos River basin: description...... 19 D. Brownsville, Tex.: Rio Grande near Dam station, construction of rating table description...... 81-82Q& 10 discharge...... 82-83-83 Dayton, N. Mex., gage heights...... 84 Pecos River near: 99 C. 100 Carlsbad, N. Mex., 101 Pecos River at: Penasco River near: description...... 102 197 discharge...... 102 122 discharge, monthly...... 104-105105 122 gage heights...... 103 122 rating table...... 104 122 129 130 INDEX.

Del Norte, Colo., Page. G. Rio Grande near: Gage-height table, explanation of...... 4 description...... 36-37 Gaging station, equipment of...... 8 discharge...... 37 Gallinas River near discharge, monthly...... 39 Las Vegas, N. Mex.: gage heights...... 37-38 description...... 115 rating table...... 38 discharge...... 115 Delrio, Tex., discharge, monthly...... 117 San Felipe Creek at: gage heights...... 116 description...... 127 rating table...... 116 discharge...... 127 Guadaloupe River near Devils River, Tex., Cuero, Tex.: Devils River at: description...... 31-32 description...... 123 discharge, monthly...... 33 discharge...... 123-124 gage heights...... 32 discharge, daily...... 126 rating table...... 33 discharge, monthly...... 126 Guadaloupe River basin: gage heights...... 125 description...... 31 »Rio Grande near: Guerrero, Tamaulipas, Mexico, description...... _._,. 67 Rio Salado near: discharge...... 67-68 description...... 84 discharge, daily...... 70 discharge...... 85-86 discharge, monthly...... 70 gage heights...... 87 gage heights...... 69 Devils River at H. Devils River, Tex.: Hondo Reservoir site, N. Mex., description...... 123 Hondo River at: discharge...... 123-124 description...... 118-119 discharge, daily...... 126 discharge...... 119 discharge, monthly...... 126 gage heights...... 120 gage heights...... 125 Hondo River at "Discharge," definition of...... 3 Hondo Reservoir site, N. Mex.: Discharge, daily, determination of ...... 11-12 description...... 118-119 Drainage basins, list of...... 2-3 discharge...... 119 gage heights...... 120 E. Eagle Pass, Tex., Roswell, N. Mex.: Rio Grande at: description...... T...... 117-118 description...... 71 discharge...... 118 discharge...... _....,... 71-73 Hydrographic surveys, appropriations for. 1 discharge, daily...... 75 organization of...... 2 discharge, monthly...... 75 I. gage heights...... 74 Ice measurements, methods of making..... 9-10 El Paso, Tex., Integration, method of measuring discharge, Rio Grande near: description of...... -.-.-..-..-.-.----- 9 description...... 49 discharge...... 50-52 L. discharge, daily...... 53 Langtry, Tex., discharge, monthly...... 53 Rio Grande near: gage heights...... 52 description...... 63 Equivalents, table of...... 5 discharge...... '...... 63-65 Evadale, Tex., discharge, daily...... 66 Naches River at: discharge, monthly...... 66 description...... 15 gage heights...... 65 discharge...... 15 Laredo, Tex., discharge, monthly...... 17 Rio Grande near: gage heights...... 16 description...... 76 rating table...... 16 discharge...... 76-77 gage heights..:...... 78 F. Las Moras Creek near Field methods of measuring stream flow ... 6-10 Bracketville, Tex.: Float method of measuring velocity, de­ description...... 127 scription of...... 8 discharge...... 127 Fort Sumner, N. Mex., Las Vegas, N. Mex., Pecos River near: Gallinas River near: description...... 95 description...... 115 discharge...... 95 discharge...... 115 discharge, daily...... 97 discharge, monthly...... 117 discharge, monthly...... 97 gage heights...... -.----....----. 116 gage height...... 96 rating table...... ----.-..--- 116 INDEX. 131

Leona River at Page. Pecos River at or aes* Uvalde, Tex.: Carlsbad, N. Mex.: description...... 35 description...... 102 discharge ...... 35 discharge...... 102 Lobatos, Colo., discharge, monthly...... 104-105 Rio Grande near: gage heights...... 103 description...... 39-40 rating table...... 104 discharge...... 40 Dayton, N. Mex.: gage heights...... 40 description...... '99 Longview, Tex., discharge...... 109 Sabine River near: gage heights...... 101 description...... 13 Fort Sumner, N. Mex.: discharge...... 13 description...... 95 discharge, monthly...... 15 discharge...... 95 gage heights...... 14 discharge, daily...... 97 rating table...... 14 discharge, monthly...... 97 gage heights...... ; ...... 96 M. Moorhead, Tex.: description...... 110-111 "Miner's inch," definition of...... 3 discharge...... 111-112 Mogote, Colo., discharge, daily...... 114 Conejos River near: discharge, monthly...... 114 description...... 90-91 gage heights...... 113 discharge...... 91 Pecos, Tex.: discharge, monthly...... 93 discharge...... 106 gage heights...... 92 discharge, monthly...... 108 rating table...'...... 92-93 gage heights...... 107 Moorhead, Tex., rating table...... 107 Pecos River near: Roswell, N. Mex.: description...... 110-111 description...... 97-98 discharge...... 111-112 discharge...... 98 discharge, daily...... 114 gage heights...... 99 discharge, monthly...... 114 Santa Rosa, N. Mex.: gage heights...... 113 description-...... 93-94 Multiple-point method of measuring dis­ discharge...... 94 charge, description of...... 9 gage heights...... 94 Pecos River and Margueretta flume near N. Pecos, Tex.: Naches River at description...... 105-106 Evadale, Tex.: Penasco River near description...... 15 Dayton, N. Mex.: discharge...... 15 description...... J21 discharge, monthly...... 17 discharge...... 122 gage heights...... 16 discharge, monthly...... 122 rating table...... 16 gage heights...... 122 New Braunfels, Tex., rating table...... 122 Comal River at: Presidio, Tex., description...... 33-34 Rio Grande near: discharge'...... 34 descripton...... 54 58-59 Nueces River basin: discharge...... 54-56,59-60 description...... 35 discharge, daily...... 57,62 discharge, monthly...... 57,62 P. gage heights...... 56,61 Pecos, Tex., Presidio del Norte, Mexico, Barstow Irrigation Co. flume near: Rio Conchas near: discharge...... 109 discharge...... 58 discharge, monthly...... 110 R. gage heights...... 109 rating table...... 110 Rating table, construction of...... 10 Pecos River near: Rating table, explanation of...... 4 discharge...... "...... 106 Richmond, Tex., discharge, monthly...... 108 Brazos River at: gage heights...... 107 description...... 21-22 rating table...... 107 discharge...... 22 Pecos River and Margueretta flume discharge, monthly...... 24 near: gage heights...... 23 description...... 105-K6 rating table...... 23 132 INDEX.

Rio Conchas near Rio Grande basin: Page. Presidio del Norte, Mexico: description...... 35-36 discharge...... 58 Rio Salado near Rio Grande near Guerrero, Tamaulipas, Mexico: Brownsville, Tex.: description...... 84 description...... 81-82 discharge...... 82-P3 gage heights...... 87 gage heights...... 84 Rio San Juan near Del Norte, Colo.: Santa Rosalie Ranch, Tamaulipas, description...... 36-37 Mexico: discharge...... 37 description...... 87 discharge, monthly...... 39 discharge...... 8S-S9 gage heights...... 37-38 gage heights...... 90 rating table...... 38 Riverside, Tex., Devils River, Tex.: Trinity River at: description...... '...... 67 description...... 17-18 discharge...... 67-68 discharge...... 18 discharge, daily-...... 70 discharge, monthly...... 19 discharge, monthly...... 70 gage heights...... 18 gage heights...... 69 Roma, Tex., Eagle Pass, Tex.: Rio Grande near: description...... 71 description...... 78 discharge...... 71-73 discharge...... 79-80 discharge, daily...... 75 gage heights...... 81 discharge, monthly...... 75 Roswell, N. Mex., gage heights...... 74 Hondo River at: El Paso, Tex.: description...... 117-118 description...... 49 discharge...... 118 discharge...... 50-52 Pecos River near: discharge, daily...... 53 description...... 97-98 discharge, monthly...... 53 discharge...... 98 gage heights...... 52 gage heights...... 99 Langtry, Tex.: Taylor Moore ditch near: description...... 63 description...... 120 discharge...... 63-65 discharge...... 120 discharge, daily...... 66 discharge, monthly...... 121 discharge, monthly...... 66 gage heights...... 121 gage heights...... 65 rating table...... 121 Laredo, Tex.: " Run-off," definition of...... 3 .description...... 76 Run-off, office methods of computing...... 10-12 discharge...... 76-77 " Run-off in inches " definition of...... 3 gage heights...... 78 S. Lobatos, Colo.: Sabine -River near description...... 39-40 Longview, Tex.: discharge...... 40 description...... 13 gage heights...... 40 discharge...... 13 Presidio, Tex.: discharge, monthly...... 15 description...... 54,58-59 gage heights...... 14 discharge...... 54-56,59-f,0 rating table...... 14 discharge, daily...... 57,62 Sabine River basin: discharge, monthly...... 57,62 description...... 13 gage heights...... 5'i, (51 San Antonio River at Roma, Tex.: San Antonio, Tex.: description...... 78 description...... 34 discharge...... 79-80 discharge...... 34 gage heights...... 81 San Antonio, Tex., San Ildefonso, N. Mex.: San Antonio River at: description...... '...... 41 description...... 34 discharge...... 42 discharge...... 34 discharge, monthly...... 43 San Antonio River basin: gage heights...... 42 description...... 34 rating table...... 43 San Felipe Creek at San Marcial, N. Mex.: Del Rio, Tex.: description...... -13-44 description...... 127 discharge...... 44-46 discharge...... 127 discharge, daily...... 48 San Ildefonso, N. Mex., discharge, monthly...... 48 Rio Grande near: gage neights...... 47 description...... 41 INDEX. 133

San Ildefonzo, N. Mex. Continued. Page. T. Page. Rio Grande near Continued. Tables, explanation of...... 4 discharge...... 42 Taylor-Moore ditch near discharge, monthly...... :.. 43 Roswell, N. Mex.: gage heights...... 42 description...... 120 rating table...... 43 discharge...... 120 San Marcial, N. Mex., discharge, monthly...... 121 Rio Grande near: gage heights...... 1...... 121 description...... 43-44 rating table...... 121 discharge...... 44-46 Trinity River at discharge, daily...... 48 Riverside, Tex.: discharge, monthly...... 48 description...... 17-18 gage heights...... 47 discharge...... 18 ' San Saba, Tex., discharge, monthly...... 19 San Saba River at: gage heights...... 18 description...... 29-30 Trinity River basin: gage heights...... 30 description...... 17 San Saba River at U. San Saba, Tex.: Uvalde, Tex., description...... 29-30 Leona River at: gage heights...... 30 description...... 35 Santa Rosa, N. Mex., discharge...... 35 Pecos River at: V. description...... 93-94 Velocity method of measuring stream flow, discharge...... 94 description of...... 7-10 gage heights...... 94 Vertical integration method of measr.ring Santa Rosalie Ranch, Tamaulipas, Mexico, discharge, description of...... 9 Rio San Juan near: Vertical velocity curve method of measuring description...... 87 discharge, description of...... ,..._ 9 discharge...... 88-89 W. gage heights...... 90 Waco, Tex., " Second-feet per square mile," definition of 3 Brazos River at: description...... 19 " Second-foot," definition of...... 3 discharge...... 20 Single point method of measuring discharge, discharge, monthly...... 21 description of...... 9 gage heights...... 20 Slope method of measuring stream flow, rating table...... 21 description of...... 6 Weir method of measuring ttream flow, Stream flow, field methods of measuring... 6-10 description of...... 6-7 Subsurface measurements, method of mak­ Weir station, construction of rating table ing...... 9 for...... 10 CLASSIFICATION OF THE PUBLICATIONS OF THE UNITED STATES GEOLOGICAL SURVEY. [Water-Supply Paper No. 174.] The publications of the United States Geological Survey consist of (1) Annual fieports; (2) Monographs; (3) Professional Papers; (4) Bulletins; (5) Mineral Resources; (6) Water-Sappiy a»

1903. East of Mississippi River, Water-Supply Papers Nos. 97 and 98. West of Mississippi River, Water-Supply Papers Nos. 99 and 100. 1904. East of Mississippi River, Water-Supply Papers Nos. 124, 125, 126, 127, 128, and 129. / West of Mississippi River, Water-Supply Papers Nos. 130,131,132, 133, 134, and 135. 1905. East of Mississippi River, Nos. 165,166, 167, 168, 169, 170, and 171. West o* Mississippi River, Nos. 171,172,173,174,175,176, 177, and 178. x The Geological Survey and the Reclamation Service have subofflces in different parts of the United States, from which hydrographic and reclamation work in the respective localities is carried on and where data may be obtained on application. These offices are located as follows: Boston, Mass., 6 Beacon street; Utica, N. Y., 75 Arcade; Atlanta, Ga., 409 Temple court; Austin, Tex., University of Texas; Chicago, 111., 876 Federal Building; Belle Fourche, S. Dak.; Cody, Wyo.; Denver, Colo., Chamber of Commerce Building; Salt Lake, Utah; Los Angeles, Cal., 1108 Braly Build­ ing; San Francisco, Cal., 432 Merchants' Exchange Building; Phoenix, Ariz.; Carlsbad, N. Mex.; El Paso, Tex.: Billings, Mont.; Great Falls, Mont.; Hazen, Nev.; Boise, Idaho; Spokane, Wash., 424 Peyton Block; Pendleton, Oreg. Correspondence should be addressed to THE DIRECTOR, UNITED STATES GEOLOGICAL SURVEY, WASHINGTON, D. C. AUGUST, 1906. o